HomeMy WebLinkAboutBLD2025-00663 Repair - BLD Inspections - 4/24/2026 Department of Community Development
MASON COUNTY
615 W.Alder St.Bldg 8,Shelton,WA 98584
COMMUNITY DEVELOPMENT 360-427-9670 ext.352
permit Assistance Center,Building,Planning www.MasonCountyWA.gov
INSPECTION CARD AND CERTIFICATE OF OCCUPANCY**
To schedule an inspection call or visit
https://masoncountywa.gov/departments/community_development/building/inspections/index.php
Permit Number BLD2025-00663 Date Issued 08/12/2025 Issued By
Project FOUNDATION STABILIZATION FOR HOUSE AND BULKHEAD
Site Address 11921 NE NORTH SHORE RD
Applicant NA,RICHARD
Contractor GROUNDWORKS
Contractor Phone 206-698-3977
2021 Primary Code UPC IBC,IRC,IFC,IEC,IMC,& Type
Permit Type REPAIR-RESIDENTIAL Occupancy
-APPROVED PLANS MUST BE ONSITE FOR ALL INSPECTIONS.
-DO NOT PROCEED BEYOND EACH STAGE OR COVER WORK UNTIL APPROVAL IS GRANTED.
-THIS CARD MUST BE POSTED IN A CONSPICUOUS LOCATION,FRONT OF THE PREMISES IS BEST FOR MAKING ENTRY.
-ALL PERMITS EXPIRE 180 DAYS AFTER THE PERMIT IS ISSUED OR 180 DAYS AFTER DATE OF LAST INSPECTION.
-OWNER/AGENT IS RESPONSIBLE FOR REQUESTING ALL INSPECTIONS THROUGH FINAL INSPECTION.
**THIS STRUCTURE MAY NOT BE USED OR OCCUPIED UNTIL ALL APPROVALS ARE GRANTED.**
PRIOR TO CALLING FOR FINAL INSPECTION,ALL CONDITIONS OF THE PERMIT MUST BE MET
Public Works Access/Driveway Other
Health Septic Well
Deptartment
Planning Site Inspection
Department
Fire Marshall Fire Apparatus Access Fire Sprinkler
Auto Fire Alarm Hood and Duct
Other Final
Building Building Official: Community Services Designee
Department
Concrete Setbacks Slab
Footing Perimeter Point load Footing
Footing Interior Footing Decks/Porches
Foundation Stem Walls Other
Rough-In Groundwork Plumbing Framing
Groundwork Mechanical Plumbing
Groundwork Gas Pipe Mechanical
Gas Piping Shear Wall Nailing
Underfloor
Other
Insulation Slab Ceiling
Floor Vaulted Ceiling
Walls Vapor Barrier
Other
Wallboard Interior Wall Brace Panels Fire Walls
Nailing
Other
Final Building '(-.Z'(-;21, D�
Manufactured Setbacks Setup
Home
Concrete Foot/Runners Final
Other
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crISign ErA,,ope ID:A49G1263-05F6-4070-8AF3-650440E25163
Reviewed for Code Compliance
Mason County Building
Department
Special Inspection Requirements S1
MASON COUNTY
COMMUNITY SERVICES
BLD2025-00663 Na Foundation Repair 11921 NE Northshore Rd, Belfair WA 98528
Permit Number Project Title Project Address/Parcel Number
Applicants of projects requiring Special Inspection or Testing per Chapter 1704 &1705 of the International
Building Code, as amended by Washington State. Please acknowledge and return this form to the Mason
County Permit Center.
THESE INSPECTIONS ARE NOT PERFORMED BY THE BUILDING DEPARTMENT AND MUST BE
PERFORMED BY QUALIFIED SPECIAL INSPECTORS, HIRED BY THE OWNER AND APPROVED
BY THE COUNTY PERMIT CENTER. Individuals certified in a special inspection category by
Washington Association of Building officials(WABO)or individuals employed by a recognized testing
laboratory and under the direct supervision of a Registered Professional Engineer are typically
considered qualified at the discretion of the local jurisdiction having authority for enforcement.
BEFORE A PERMIT CAN BE ISSUED: The Owner or his/her representative, on the advice of the
responsible Project Engineer or Architect, shall fill out completely, sign and submit two (2) copies of the
attached "Structural Tests and Inspection Schedule" to this Department for review and approval including
any requirements related to the Mason County Municipal Code.
The Owner, General Contractor, and Inspection/Testing Agency, where applicable, shall also
acknowledge the following conditions applicable to Special Inspection and/or Testing.
1. Inspection/Testing Agency shall submit names and qualifications of on-site Special Inspectors
to the Building Inspection Permit Center for approval PRIOR TO PERMIT/S BEING ISSUED.
2. All Special Inspections shall be noted on the approved plans or attached approved
documents.
3. All special inspections shall be approved by the County or as recommended by the Engineer
of Record (EOR).
4. It is the responsibility of the General Contractor to review County approved plans for additional
inspection or testing requirements that may be noted or required per IBC as noted on
approved plans.
5. The General Contractor is responsible for proper notification to the Inspection/Testing
Agency for items listed on this form.
6. Special Inspectors shall provide detailed reports on company letterhead to the Building
Inspector of all required inspection activities. These may also be provided when the inspector
visits the jobsite for the scheduled inspection but must be completed before the subject of
inspection is approved by the building inspector.
7. Copies of all ongoing laboratory and testing reports shall be sent directly to the Building
Inspector by the Inspection/Testing Agency or other responsible party within a reasonable
time to test results.
8. BEFORE A CERTIFICATE OF OCCUPANCY APPROVAL CAN BE ISSUED: The
Inspection/Testing Agency shall submit a FINAL REPORT LETTER stating that all items
requiring testing and inspection have been fulfilled and reported and a final inspection report
shall be provided. A copy of the statement is to be maintained at the jobsite for the Building
Inspectors review prior to final inspections.
Page 1 of 4
Docuoign Elope ID:A49C1263-05F6-4070-8AF3-650440E25163
Special Inspection Requirements
MASON COUNTY
COMMUNITY SERVICES
ACKNOWLEDGEMENTS
Prior to issuance of a building permit, the Owner, on the advice of the Project Engineer or Architect, shall
complete, sign,and submit this form to the County Permit Center.
Declaration of Owner
I, as the owner of the project, declare that the testing agency firm/s or individual/s listed herein are hired by me to
perform "Special Inspections" and/or "Structural Testing" in accordance with the provisions of the International
Building code(IBC) Chapter 17. Signed by:
Richard Na �� vC� 5/18/2025
Owner(print) Owner ignature) (date)
Declaration of Registered Professional Architect/Engineer
I, as the design professional in responsible charge of the project listed herein, declare that the special
inspection listed herein are required for this project in accordance with the provisions of the International
Building Code (IBC) Chapter 17.
Jeffrey S Fitch, PE D9ygfldby
ON:C-US, ��
Architect/Engineer(print) E=jfilch@sfadg com
0=='SFA De.dg
C LLD',
CN>Jvffrey Ffth
Jeffrey Fitch LLoC*Ion aneat'ro
Architect/Engineer Stamp/Signature (date) 1heamacyand .o
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Comacl Into:Jee s
FltCh,503-860.9056 I0Aj,
Data:2025.05.13
1329'.39-07'07
EXPIRES: 12/24/26
SFA Design Group
Testing Agency Name/Contact
info: Jeffrey S Fitch, PE
503-641-8311
The Special Inspection/Testing Agency listed above must have a current Portfolio of Qualifications
on file with the County prior to performing work.
Declaration of the General Contractor
I, as the General Contractor of the project, agree to comply with the "Contractor Responsibility" items
noted herein.
Austin Sweeney 4G ,rL �' 5/15/25
General Contractor(print) General Contractor SJnature (date)
Page 2 of 4
Docusign Erlope ID A49C126 -05F 24�1 fir_q a,3
Special Inspection Requirements
MASON COUNTY
COMMVNM SERVICrti
Required Special Inspections
International Building Code; Chapter 17:
A completed and signed copy of pages 1 through 4 of this form shall be submitted to the
"Permit Center" prior to building permit approval.
Engineer shall check the applicable items:
❑ Special inspection of fabricated items 1704.2.5
❑ Submittals to the building official 1704.5
❑ Structures over 75' in height located in Seismic Design Category D, 1704.6.1
❑ Structures classified as Risk Category III or IV located in Seismic Design Category D, 1704.6.1
❑ Steel construction & structural Steel 1705.2.1
❑ Cold form steel deck 1705.2.2
❑ Open-web steel joists & girders 1705.2.3
❑ Cold form steel trusses spanning 60 feet or greater 1705.2.4
❑ Concrete construction 1705.3 & Table 1705.3
❑ Shotcrete 1705.3
❑ Welding of reinforcing bars 1705.3.1
❑ Material Tests 1705.3.2
❑ Masonry Construction 1705.4
❑ Empirically designed masonry, glass unit & masonry in Risk Category IV 1705.4.1
❑ Vertical masonry foundation elements 1705.4.2
❑ Wood construction 1705.5
❑ High Load Diaphragms 1705.5.1
❑ Metal-plate connected wood trusses spanning 60 feet or greater 1705.5.2
❑ Soils 1705.6 & Table 1705.6
❑ Cast in-place deep foundations 1705.8 & Table 1705.8
D
❑ Fabricated items 1705.10
Page 3 of 4
Docuaign Eiqtlope ID:A49C1263-05F6-4070-8AF3-650440E25163
Special Inspection Requirements
MASON COUNTY
COMMUNITY SFRS I(1
• 0 Special inspections for wind resistance 1705.11
❑ Structural wood 1705.11.1
❑ Wind resisting components 1705.11.3
❑ Cold formed steel light frame 1705.11.2
❑ Special inspection for seismic resistance 1705.12
❑ Special inspection for structural steel per 1705.12.1
❑ Seismic force-resisting systems 1705.12.1.1
❑ Structural steel elements 1705.12.1.2
❑ Special inspection for structural wood per 1705.12.2
❑ Special inspection for cold-formed steel per 1705.12.3
❑ Designated seismic systems 1705.12.4
❑Architectural components 1705.12.5
❑ Plumbing, mechanical & electrical components 1705.12.6
❑ Storage racks 1705.12.7
❑ Seismic isolation systems 1705.12.8
❑ Cold-formed steel special bolted moment frames 1705.12.9
❑ Testing for seismic resistance 1705.13
❑ Structural steel 1705.13.1
❑ Seismic fore-resisting systems 1705.13.1.1
❑ Structural steel elements 1705.13.1.2
❑ Nonstructural components 1705.13.2
❑ Designated seismic systems 1705.13.3
0 Seismic isolation systems 1705.13.4
❑ Sprayed fire-resistance materials 1705.14
❑ Physical and visual tests 1705.14.1
❑ Structural member surface conditions 1705.14.2 (1705.14.3 through 1705.14.6.3)
❑ Mastic & intumescent fire-resistance costings 1705.15
❑ Exterior insulation& finish systems (EIFS) 1705.16
❑ Fire-resistance penetrations and joints 1705.17
❑ Penetration firestops 1705.17.1
❑ Fire-resistant joint systems 1705.17.2
❑ Testing for smoke control 1705.18
❑ Testing Scope 1705.18.1
Page 4 of 4
5FA
I IE igru Cr I:iLep
5fr�- STRUCTURAL / GEOTECHNICAL JxJ
ENGINEERING , SPECIAL INSPECTION S
March 31, 2025
Richard Na Reviewed for Code Compliance SIT E
P: (206)428-8299 Mason County Building
E: Herbna@yahoo.com Department
RE:Geotechnical Engineering Report, Proposed Foundation Underpinning
COPY
11921 Northeast North Shore Road
Belfair, Washington 98528
As requested via contract authorization dated February 20, 2025, and signed February 24, 2025, SFA Design
Group, LLC (SFA) is providing this geotechnical report which presents our subsurface investigation findings and
provides geotechnical design and earthwork recommendations for the proposed underpinning project.
We appreciate the opportunity to be of service to you on this project. If you have any questions regarding our
report or if there are additional services you require, please contact us.
Introduction
The purpose of this project is to provide design and construction recommendations in support of the proposed
underpinning project. Our scope of services for this project include providing information and geotechnical
engineering recommendations regarding:
• Surface and subsurface conditions
• Seismicity and liquefaction
• Geologic Hazards
• Stormwater management and drainage
• Preparation of site for construction and earthwork
• Direct push pipe pile (push pier) design and construction
• Seawall remediation options
o Helical ground anchor design and construction
o Injection grouting behind seawall
Project Description
Overview
The project site is located 11921 Northeast North Shore Road in Belfair, Washington (Figure-A). Based upon
elevation readings and site visit observations provided by Groundworks, SFA understands that the foundation is
experiencing unacceptable settlements, and rotations and cracking of the seawalls has been observed. The
purpose of the proposed underpinning the foundations is to mitigate further settlement of the existing foundation
system, stabilize the seawall, and prevent future cracking. Based on the geotechnical findings, a combined
system of direct push pipe piles (push piers) and helical anchors is an adequate method to mitigate the settlement
the structure has experienced. Additionally, as an option, injection foams may be considered to stabilize ground
behind the wall to reduce driving loads and cease effects of piping (loss of fine soils via flowing water).
Site Description
The existing residence is a single family, two-story, wood frame structure. The house and seawall were built
between 1959 and 1960 based on historical building department records available online at the Mason County
Tax Assessor's website. The residence lies on a 2.15-acre lot. To the west of the site is NE North Shore Rd,
north and south of the site is neighboring single family residences, and east of the site is Hood Canal. Site
grading is relatively flat along the beach, and relatively steeply sloped between the beach and NE North Shore Rd
at grades approaching 2H:1V (horizontal:vertical). Surrounding the site, existing topography is generally
moderately to steeply sloped to the east toward Hood Canal.
As foundation remediation plans are developed for this project, SFA will provide review of design drawings and
calculations for compliance with the recommendations contained within this report.
Geotechnical Site Characterization
Geologic Conditions
The subject site is located in Belfair, Washington, which is located in the Puget Sound region of Washington state.
The near surface soil units and land forms are predominantly governed by the deposits and effects of glaciation
due to the Vashon Stade of the Fraser glaciation (Troost Et. Al.). Prominent features include very dense soils due
to consolidation by glaciation, and deeply incised north-south running valleys from the recession of the glacier.
Based on our review of the Washington Geologic Information Portal provided by Washington Department of
Natural Resources (WaDNR; DNR Website), the site is mapped as Qaf—Alluvial deposits. Alluvial deposits, or
alluvium, are typically poorly graded mix of silts, sands or gravels that were deposited via flowing water with the
size of the deposits related to the speed of the flowing water. Alluvial soils tend to be loose to medium dense due
to being relatively recent.
Subsurface Conditions
SFA Design Group performed a subsurface investigation at the site by advancing one (1) hand auger and one (1)
dynamic cone penetrometer test. The explorations were performed on March 21, 2025. Our explorations
extended to approximately 9.2 feet below existing ground surfaces. The combined log of our explorations,
summarizing the results of our findings is included in Appendix A at the end of this report.
Based on observed soils observed in our explorations and mapped conditions, we have identified the following
soils at the site:
Soil Type I -Topsoil
We encountered approximately 4 inches of brown sandy topsoil with organic materials and rootlets.
Soil Type 2—Retaining Wall Backfill
We encountered silty to clean sand underlying the topsoil. The sands caved at approximately 2.0 feet below
ground surface causing practical refusal of our hand auger. The sands were very loose to loose, brown, and
graded from silty to clean with gravel.
Soil Type 3—Glacially Consolidated Soils
Underlying the retaining wall fill were medium dense to dense granular soils. We infer these to be weathered
glacial till materials based on surrounding geologic mapping of the area.
Groundwater
Groundwater was not encountered at the site in our exploration. However, based on the proximity of Hood Canal
to the site, groundwater can be inferred to exist at approximate elevation 0 feet, approximately 15 feet below
ground surface near the house.
Seismic Considerations
Ground Motion Design Parameters
When reviewing the 2021 International Building Code and ASCE 7-16 the following seismic data in the table
below pertain to the subject site.
Seismic Parameter Value
Latitude (degree) 47.3647466
Longitude (degree) -123.0222037
Site Class C
Site Coefficient, Fa 1.200
Site Coefficient, Fv 1.420
Mapped Spectral Acceleration at 0.2-sec Period, Ss .576g
Mapped Spectral Acceleration at 1.0-sec Period, Si 0.580g
Spectral Acceleration at 0.2-sec Period Adjusted for Site Class, SMs 1.892
Seismic Parameter Value
Spectral Acceleration at 1.0-sec Period Adjusted for Site Class, SMi 0.824g
Design Spectral Acceleration at 0.2-sec Period, SDS 1.261g
Design Spectral Acceleration at 1.0-sec Period, SD1 0.549g
Seismic Design Category D
The structural consultant should review the above parameters and the 2021 International Building Code to
evaluate the seismic design.
Conformance to the criteria presented in the above table for seismic design does not constitute any type of
guarantee or assurance that significant structural damage or ground failure will not occur during a large
earthquake event. The intent of the code is "life safety" and not to completely prevent damage of the structure,
since such design may be economically prohibitive.
Surface Displacement Due to Faulting, and Regional Seismicity
The subject site is located in a seismic zone of the Pacific Northwest and within the influence of faults that are
considered to be active or potentially active. An active fault is defined as a "sufficiently active and well-defined
fault" that has exhibited surface displacement within the Holocene time (about the last 11,000 years). A potentially
active fault is defined as a fault with a history of movement within Pleistocene time (between 11,000 and 1.6
million years ago). We reviewed the USGS Earthquake Program Quaternary Faults and folds database online and
found the nearest fault is the Tacoma fault, approximately 2.8 miles to east. The fault has a slip rate of between
0.2 and 1.0mm/yr. We anticipate that at this distance the risk of fault rupture at the site is low.
Liquefaction
During seismic shaking, rapid pore water pressure increase can occur in granular soils, resulting in a sudden loss
of soil shear strength. During this time of excess pore pressure, granular soils also experience a reordering of
particles which can produce settlements as pore water pressures dissipate after shaking ends. Additional issues
that may arise due to liquefaction include sand boils with additional localized settlement due to ground loss, flow
failure slides, and lateral spreading of soils in and around sloping ground.
Shallow groundwater was not encountered during the site-specific explorations. Additionally, the subject site is
mapped as having a very low risk of liquefaction according to the DNR website It is our opinion the risk of
liquefaction at the site is negligible.
Geologic Hazards
Landslide Hazard
The Washington Department of Natural Resources Washington Geologic Information Portal website, no slope
stability or landslide hazards are present at the site. Based on our site reconnaissance during our exploration
program, no evidence of ground movement (e.g. trees with bent trunks, spring flows, or ground cracking)was
observed. It is our opinion that the risk of landslide at the site is low.
General Recommendations
• Drainage
All drainage systems disturbed during construction should be repaired prior to final approval. In the absence of
adequate drainage SFA recommends that properly functioning positive site drainage should be maintained at all
times. This includes the proper routing and discharge of French and/or curtain drains. Drainage should not flow
uncontrolled down any descending slope or retaining wall. Water should be directed away from foundations and
not allowed to pond and/or seep into the ground. Drainage for any hardscaped area should be directed toward the
street/parking or other approved area. Roof gutters and down spouts should be utilized to control roof drainage.
Down spouts should outlet a minimum of 5 feet from the proposed structure and/or into an approved drainage
point. The effects of improper or non-existent drainage systems would be likely contributors to typically observed
settlement of structures.
Earthwork
We anticipate that earthwork at the site will include localized demolition of landscape and hardscape adjacent to
the existing structure, excavations to expose foundations for underpinning, and backfilling the excavations. Care
should be taken prior to excavation to locate building utilities to avoid damage. Where existing utilities conflict with
proposed underpinning efforts, contact SFA for updated design recommendations.
While excavations are open during construction, care should be taken to maintain the natural moisture content,
and protect subgrade stability until completion of underpinning efforts. If water is allowed to accumulate at the
bottom of any excavation, it can increase the likelihood that foot and/or construction traffic may disturb subgrade
soils. Disturbed subgrades can reduce design capacities of the underpinning elements or reduce lateral
resistance of the final system. If subgrades become disturbed, we recommend that disturbed soils either be
removed prior to placement of any backfill materials, or the disturbed subgrade should be moisture conditioned
and recompacted.
In general, any excavation should observe OSHA safety requirements. On site soils may be considered soil type
C for temporary excavations. Excavations should be no more than 4 feet deep relative to surrounding surfaces.
Deeper excavations should be sloped at 1.5H:1V(horizontal:vertical)or flatter, or benched at an equivalent slope
of 1.5H:1V with no benches taller than 4 feet high.
Based on the observed soil types at the site, we anticipate that conventional earth moving equipment will be
adequate to achieve the planned excavations. The bottom of the excavations should be cleared of any loose soil
or gravel, and any disturbed soils prior to backfill placement.
If foundation cracks are observed during excavation at the site, we recommend sealing cracks to prevent water
from passing through the foundation. Similarly, if the structure is to undergo lifting to relevel the foundation, cracks
may appear in flooring and/or the surrounding foundation elements. Any cracking should be repaired after
installation is complete.
Fill Type and Placement
Materials on site are considered acceptable for re-use and fill. Fill should be placed in level lifts and be compacted
at least 90% of the maximum dry density as defined by ASTM D1557. Using hand held equipment such as
jumping jacks or plate compactors, the loose lift thickness should not exceed 6 inches. If larger equipment, such
as a hoe-pack is used to compact backfill, loose lifts up to 12 inches thick may be used.
Earthwork Recommendations for Wet Weather(as applicable which will be a lot in the PNW)
Near surface soils appear to have relatively high fines content (greater than approximately 5% by weight) based
on our visual-manual observations. These soils will be sensitive to increases in moisture content and will be
difficult to compact to a firm, unyielding condition if the moisture content is more than approximately 4 percentage
points above or below the optimum moisture content as defined by the point at which the soil reaches its peak dry
density in an ASTM D1557 test. If earthwork is planned during times of prolonged inclement weather, we
recommend importing a clean, free-draining material, or backfilling excavations with lean-mix concrete.
Measures for temporary erosion control may be required if work will occur during periods of wet weather. If
necessary, guidelines can be found in Section III-1 —Choosing Your Source Control BMPs of the Stormwater
Management Manual for Western Washington (June 2024).
Site Specific Recommendations
Small Diameter Direct Push Pile Underpinning (Push Piers)
Small diameter direct push piles, also known as push piers, generally consist of approximately 2-to 4.5-inch
nominal diameter steel pipes hydraulically pushed to end bearing refusal using the existing structure weight as the
counterweight for the hydraulic ram. Push piers are installed segmentally using interlocking pipe components to
extend the length of the pile as it is pushed into the soil, thus producing a small footprint for construction.
Additionally, since the existing structure is used as a counterweight to help drive the piers, the capacity of the
piers is tested during installation.
Push Pier Design Recommendations
The following table summarizes the anticipated capacity of push piles driven to refusal as a function of the
nominal diameter of the pile.
Pipe Diameter Allowable
CapacityFS = 2
2 inches 6,000 lbs
3 inches 12,000 lbs
4 inches 20,000 lbs
6 inches 30,000 lbs
Push piers should expect to be driven to a minimum depth of 12 feet before achieving refusal. This assumes that
the skin friction reducer is installed correctly at the tip of the pier. Specific termination criteria for push pier
underpinning will be a function of the specific design capacities of the piers and the installation equipment to
determine final driving forces. The structural engineer will need to work with the contractor to establish termination
criteria for push piers.
It should be noted that the lateral resistances of the structure be checked after completion of underpinning due to
the reduction of sliding resistance through base friction of the structure at the push pile location(s).
Push Pier Construction Recommendations
Push piers require skin friction reduction collars during installation to achieve the full bearing capacity described in
this report. Without a skin friction reduction collar, piers may stop before reaching the target depth of embedment
described in Push Pier Design Recommendations. If minimum depth required cannot be reached, pre-drilling of
push pier locations may be required.
Continuous special inspection is required during installation per 2021 IBC Section 1705.1.1. A representative of
SFA should be on-site during installation of all push pier underpinning elements.
Push Pier Lateral Capacity
It should be noted that the lateral resistances of the structure be checked after completion of underpinning due to
the reduction of sliding resistance through base friction of the structure at the push pier location(s). Piers
themselves will not provide substantial lateral resistances.
Horizontal forces on the structure may be resisted by a combination of friction resistance against the base of the
structure and passive pressures developed against buried portions of the structure. The coefficient of sliding
resistance for the existing footings may be estimated as 0.30. This value includes a factor of safety (FS) of 1.5.
Passive pressures may develop on buried portions of the structure to assist in lateral resistances. An allowable
passive pressure of 200psf may be used for portions of the building embedded into loose to very loose granular
fill (FS = 1.5). Passive pressures should be neglected in the upper 2 feet of embedment, however the dead weight
of the soils and structures in the upper 2 feet may be considered to improve passive resistance.
Push Pier Observations and Testing
Continuous special inspection is required during installation per 2021 IBC Section 1810.4.12. Load testing shall
be performed in accordance with ASTM Method D1 143 (Quick Method) on 20 percent of helical piers but not less
than one (1) pier and will be selected by the special inspector and that the maximum load of the test be twice the
design load. An alignment load (AL) shall be applied to the pile prior to setting the deflection measuring
equipment to zero or a reference position. The AL shall be no more than 10% of the DL. Incremental loading
shall be in accordance with the following schedule.
Test Loading Schedule Hold Time Max Deflection
AL .10 DL Max 0 min. N/A
0.25 DL Until Stable N/A
0.50 DL Until Stable N/A
0.75 DL Until Stable N/A
1.00 DL Until Stable N/A
1.25 DL Until Stable N/A
1.50 DL Hold for Creep Test (See Below) 0.04 inches
1.25 DL Until Stable N/A
1.00 DL Until Stable N/A
0.75 DL Until Stable N/A
Test Loading Schedule Hold Time Max Deflection
0.50 DL Until Stable N/A
0.25 DL Until Stable N/A
AL Until Stable N/A
Load testing creep acceptance criteria shall be no greater than 0.04 inches within a 10-minute period. Pier
movements shall be measured at 0, 1, 2, 3, 6, and 10 minutes. If movement is observed greater than 0.04 inches
within the 10-minute period the load test shall be held for an additional 50 minutes, the pier is to be deepened and
re-tested, or the pier is to be abandoned and replaced with a new pier. If the load test is to be held the pier
movements shall be measured at 15, 20, 30, 40, 50, and 60 minutes. The creep versus the logarithm of time shall
be plotted. If the creep rate is less than 0.080 inches between 6 and 60 minutes, the load test shall be considered
successful.
Seawall Remediation Options
Seawall remediation can be accomplished using helical anchors, injection grout methods, or a combination of
both. Our recommendations for seawall remediation options are described below.
Helical Anchors
It is our understanding that the proposed project consists of providing additional support to the existing retaining
wall on the south side of the building using helical anchors. Helical anchors provide a feasible method of ceasing
further cracking in the existing wall. Installation of these anchors in no way provides support of the remainder of
the structure where they are not installed.
Lateral Earth Pressures and Helical Anchor Design
Helical anchors for retaining wall reinforcement will need to be designed to resist the lateral earth pressures on
the wall. Retaining walls with a single row of tiebacks may be designed using the following parameters:
• Use an active equivalent fluid weight of 40 pounds per cubic foot(pcf). This value assumes a horizontal
ground surface behind the wall.
• Where traffic loads are adjacent to the wall, add a uniform vertical surcharge load of 250 pounds per
square foot(psf).
• To resist the driving loads, an allowable passive pressure of 200psf may be used for portions of the wall
embedded into surrounding beach sands and alluvial deposits (at least two feet below surround grades).
This value includes a factor of safety of 1.5.
• If other loads are expected adjacent to the retaining wall (e.g. heavy construction loads like cranes or
pump trucks, or foundations), please contact SFA for additional recommendations.
Helical anchors used to support the lateral loads of the structure through connection to the existing retaining wall
shall be installed such that the anchorage zone of the wall does not interact with the active zone of the wall
defined as a horizontal line extending H/4 behind the wall (5' minimum), then rising at 60 degrees above
horizontal.
Helical Anchors embedded into surrounding dense to very dense glacial till materials below 9 feet below ground
surface may be designed using an average SPT value of 30 blows per foot. If helical anchors are embedded in
the upper fill materials, they should be designed using an average SPT value of 3 blows per foot.
Observation/Testing During Construction 2021
Continuous special inspection is required during installation per 216 SBC Section 1705.1.1. All helical anchors
should be proof tested in accordance with the schedule below. An alignment load (AL)shall be applied to the pile
prior to setting the deflection measuring equipment to zero or a reference position. The AL shall be no more than
10% of the Design Load (DL). Incremental loading shall be in accordance with the following schedule.
Test Loading Schedule Hold Time
AL .10 DL Max 0 min.
0.25 DL Until Stable
0.50 DL Until Stable
0.75 DL Until Stable
1.00 DL Until Stable
Test Loading Schedule Hold Time
1.33 DL Hold for Creep Test (See Below)
AL Until Stable
Load testing creep acceptance criteria shall be no greater than 0.04 inches within a 10-minute period. Pier
movements shall be measured at 0, 1, 2, 3, 6, and 10 minutes. If movement is observed greater than 0.04 inches
within the 10-minute period the load test shall be held for an additional 50 minutes, the pier is to be deepened and
re-tested, or the pier is to be abandoned and replaced with a new pier. If the load test is to be held the pier
movements shall be measured at 15, 20, 30, 40, 50, and 60 minutes. The creep versus the logarithm of time shall
be plotted. If the creep rate is less than 0.080 inches between 6 and 60 minutes, the load test shall be considered
successful.
Polymer Grout Stabilization
We have reviewed injection grout options and we recommend Terra-Lok 24-120 by NCFI Geotechnical to be used
where injection grout is used for stabilization of the seawall. Polyurethane grout has the advantage of being
relatively easy to bring to the site and equipment and providing a durable, water-resistant backing for the seawall
and to reduce piping of fine materials to weaken soils.
Geotextiles
Where weep holes exist to allow seawater to drain from behind the wall during low tide, we recommend protecting
the hole with geotextile filter fabric to prevent further piping of fine soils due to tidal effects. We recommend using
TenCate Mirafi 140N or approved equivalent as the geotextile filter fabric. Where the wall is backfilled with
polyurethane foam, filter fabric will not be necessary.
Limitations and Closure
This report has been prepared for the exclusive use of Richard Na and their design consultants relative to
maintaining the subject site. No portion of this report may be used by other parties or for other purposes. The
exploratory work was performed on the northern perimeter of the existing building. SFA considered a number of
unique, project-specific factors when establishing the scope of services for this report. This report has not been
prepared for use by other parties, and may not contain sufficient information for the purposes of other parties.
Our findings were obtained in accordance with generally accepted current professional principles and local
practice in geotechnical engineering and reflect our best professional judgment based on experience and
gathered data. It is to be understood that geotechnical information is characterized by a degree of uncertainty.
Judgments rendered meet current professional standards; no other warranty is issued, either expressed or
implied. The findings contained in this report are based upon our evaluation and interpretation of the information
obtained from the limited number of test borings and the results of laboratory testing and engineering analysis. As
part of the engineering analysis it has been assumed, and is expected, that the geotechnical conditions that exist
across the area of study are similar to those encountered in the borings. However, no warranty is expressed or
implied as to the conditions at locations or depths other than those explored. If a period of one year elapses since
preparation of this report, the geotechnical consultant should verify the current site conditions, and provide any
additional recommendations (if necessary) prior to construction.
Thank you for the opportunity of providing our services to you on this project.
Sincerely,
SFA Design Group, Inc.
O� W ASi,�,C
ON A►
Tristan T. Anderson, P.E.
Principal
Attachments:
Figure-A—Site Location Map
Figure-B—Exploration Plan
Appendix A—Field Exploration Logs
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EXPLORATION PLAN Project Number: MFR25-058
11921 NE North Shore Rd,
Belfair, WA 98528 F'GURE-a
Appendix A
Field Exploration Logs
Date Started: Date Completed: SFA Project No. Boring Log: HA-1
3/21/2025 3/21/2025 MFR25-058
Location: Drilling Subcontractor: Drill Rig:
Above seawall behind house SFA Design Group Hand Auger
Logged by: Checked by: Drill Bit: Drill Diameter:
D. Hawthorne TTA Hand Auger 2 inches
Drill Crew: Total Depth: Hammer Type: Hammer Wt (lb) Hammer Drop (in)
N/A 11.0 feet Army Corps DCP 17.6 22
Depth to Groundwater Latitude: Longitude:
N/A 47.36469 1-123.02211
C a2
E
3Z °
o E a Material Description
t a m L a -
C E Y E o
to O W N (7
0 0 Topsoil-approximately 4 inches thick
J[[ [jJ 0 (SM)Silty Sand,trace gravel,very loose,brown
0
0
1 0
0
0
�r1 0
0 S 1 (SP)Poorly Graded Sand with Gravel,trace silt,very loose,brown dry to moist
2 0 Practical Hand Auger Refusal at approximately 2.0 feet below ground surface due to caving sands
0 Grades to loose
t
2
2
3
2
2
4 2
2
3
2
2
2
5 3
2
2
0
6 1
1
0
0
7 2
2
2
2
2
3
8 a Grades to medium dense
s
7
8 grades to dense
to
9 12 DCP terminated at approximately 9.2 feet below ground surface
10
11
12
13
Project: Na Residence
Location: 11921 NE North Shore Rd
Belfair,WA 98528
■
Sheet 1 of 1
5FA
Gesign Group
a STRUCTURAL ENGINEERING
STRUCTURAL CALCULATIONS
Na Residence Underpinning
11921 NE North Shore Rd, Belfair, WA 98528
Y S. Fj
SITE
COPY
A"p 4074
��,s�'CISTEft�'G1�
S'10 Ell
EXPIRES: 12/24/26
Engineering and Architectural Drawings
Construction must match all designs and specifications of the
Architectural and or the Engineering requirements OR a stamped letter of
approval must be provided from the design professional responsible for
the work that has been altered."'NOTE:Structural engineering shall
supersede Mason County Typical notes for structural Items.'
Plans to be kept on site
These plans must be on the job site
for inspection
Reviewed for Code Compliance
Mason County Building
• Department
LIMITATIONS
ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT.DESIGN IS BASED
UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR
ACCURACY OF SAME.NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE
ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS.
Project No. MFR25-058
April 28, 2025
SFA Design Group, u.c
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS PROJECT NO. SHEET NO.
MFR25-058
PROJECT DATE
Na Residence Underpinning 4/28/2025
SUBJECT BY
Push Pier Design Requirements SI
Structural Narrative
The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the 2-story
residence located in Belfair,WA as referenced on the coversheet. The round steel tubes and retrofit brackets are used to stabilize
and/or lift settling foundations.The bottom and back portion of the bracket is securely seated against the existing concrete footing.
Using the weight of the existing structure, pier sections are continuously hydraulically driven through the foundation bracket and
into the soil below until a load bearing stratum is encountered. Lateral earth confinement and a driven external sleeve with a
starter pier provide additional stiffness to resist eccentric loading from the foundation. Once all piers are installed,they are
There is no ICC-ES report currently approved for underpinning systems within Seismic Design Category D or higher,thus the
entire underpinning system has been reviewed and analyzed and is therefore a fully engineered system complying with all current
codes and stamped by a licensed design professional. Deep foundation guidelines, load combinations, special inspection and
testing requirements per IBC 2021 have been included.Axial and bending capacities of the external sleeve, analysis of the retrofit
foundation bracket, design reductions, and corrosion considerations have been incorporated in all required calculations per AISC
360-16. Concrete foundation span capacities have been analyzed per AC1318-19. Bracket fabrication welding has been performed
by AWS D1.1 qualified welders.
(General
Building Department City of Belfair
Building Code Conformance(Meets Or Exceeds Requirements)
2021 International Building Code(IBC)
2021 International Residential Code(IRC)
2021 Washington Building Code
2021 Washington Residential Code
Dead Loads
Roof Dead Load 15.0 psf
Floor Dead Load 15.0 psf
Wood Wall Dead Load 12.0 psf
Interior Wall Dead Load 9.0 psf
Deck Dead Load 12.0 psf
Concrete 150.0 pcf
Live Loads
Roof Snow Load 25.0 psf
Deck Live Load 60.0 psf
Floor Live Load (Residential) 40.0 psf
5FA Design Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPI( I IONS MFR25-058
PROJECT DATE
Na Residence Underpinning 4/28/2025
SUBJECT BY
Project Layout SI
• tProject Layout(See S2.1 for Enlarged Plan)
6 � -I I"sr al
I = 1 f I c (E) CHIMNEY I.� 131 I
IYI I '
II I ; r J
14'-0" 4. 10'-0"
24'-0"
UI
A B C
—'1
- - -nT
of
WORK
0-
A 8 C
KEY PLAN
;GALE Nis
SFA Design Group, iii: PROJECT NO. SHEET NO.
l STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR25-058
PROJECT DATE
Na Residence Underpinning 4/28/2025
SUBJECT BY
Design Loads SI
(Worst Case Vertical Design Loads(Gridline 1)
Tributary Width To Pier= =4.88 ft
Load Type Design Load Tributary Length Line Load
RoofL_ (15 psf) (12.75 ft) = 191 plf Dead Load 2.943 kips
RoofSL= (25 psf) (12.75 ft) =319 plf Floor Live Load 1.731 kips
1stFloorDL= (15 psf) (2.88 ft) =43 plf Roof Snow Load 1.554 kips
1stFlooru= (40 psf) (2.88 ft) = 115 plf Controlling ASD Load Combination:
DeckDL= (12 psf) (4.00 ft) =48 plf D+0.75L+0.75S
DeckLL= (60 psf) (4.00 ft) =240 plf
lnteriorWallDL _ (9 psf) (2.88 ft) =26 plf
ExteriorWalloL _ (12 psf) (9.00 ft) =108 plf
StemwallDL_ (150 pcf) (6.00 in) (18.00 in) =113 plf
FootingDL_ (150 pcf) (6.00 in) (12.00 in) =75 plf
Max Vertical Load to Worst Case Pier 5.407 kips
Max Unsupported Ftg Span from Arching Action 4.00 ft
SFA Design Group, iii: PROJECT NO. SHEET NO.
IMWi STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR25-058
PROJECT DATE
Na Residence Underpinning 4/28/2025
SUBJECT BY
Design Loads SI
(Worst Case Vertical Design Loads(Gridline Ret.Wall)
• Tributary Width To Pier= =6.00 ft
Load Type Design Load Tributary Length Line Load
DeckDL= (12 psf) (5.13 ft) =62 plf Dead Load 3.869 kips
DeckLL= (60 psf) (5.13 ft) =308 plf Floor Live Load 1.845 kips
StemwallDL= (150 pcf) (8.00 in) (54.00 in) =450 plf Roof Snow Load 0.000 kips
FootingDL= (150 pcf) (8.00 in) (16.00 in) = 133 plf Controlling ASD Load Combination:
TiebackLoad= = 1494 lb D+L
Max Vertical Load to Worst Case Pier 7.208 kips
Max Unsupported Ftg Span from Arching Action 10.33 ft
SFA Design Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR25-058
PROJECT DATE
Na Residence Underpinning 4/28/2025
SUBJECT BY
IMG 2.875"in 0 Push Pier System SI
PIER/
IDesign Input REACTON
Pier System Designation= PP21617-34 PIER CAP WITH I
Vertical Load to Pier, PTL= 5.407 kips THREADED RODS (E) STEMWALL
AND FOOTING
Minimum Installation Depth,L= 10.000 ft
Unbraced Length, I= 1.000 ft JPIER �
Eccentricity,e= 4.250 in (E) GRADE
EXTERNAL SLEEVE
Vertical Component of Tieback, Pa= 0.000 kips
Design Load(Vertical), PDL= 5.407 kips BRACKT
Design Moment, MomentPierDL= 22.978 kip-in EXCAVATION a
LSleeve Property Input
1I1-1If
Sleeve Length= 48.000 in I I f 1 l I I:=.
Design Sleeve OD= 3.434 in a 1-
Design Wall Thickness= 0.183 in
III_-1 -1 I I-
r= 1.151 in 1=III-I
Z= 1.871 n' 1—
IfH1�I .. ��
Note: Sleeve reduces bending stress on main S= 1.444 in rz III� . C
pier from eccentricty 938 z -1,
= 2.480 in4 Z
rTiTrn
E= 29000 ksi
I EXTERNAL
Fy= 50 ksi I SLEEVE
IPlerProperty Input
Design Tube OD= 2.827 in
Design Wall Thickness= 0.141 in
k= 2.10 S 1
r= 0.951 in
A= 1.189 in'
Note: Design thickness of pier and sleeve c= 1.413 in PIER
based on 93%of nominal thickness per AISC 3
and the ICC-ES AC358 based on a corrosion S= 0.761 in
Z= 1.018 in REACTION AT LOAD
loss rate of 50 years for zinc-coated steel BEARING STRATUM
1= 1.075 in4
E= 29000 ksi
Fy= 50 ksi Note:Section above is a general representation of piering system,refer
Hydraulic Ram Area= 14.180 in' to plan for layout and project specific details.
Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force
kl/r= 26.50 OK,<200 §E2
Note: Flexural design capacity Fe= 407.406 ksi §(E3-4)
based on combined plastic section 4.71*(E/Fy)5= 113.43 §E3
modulous of pier and sleeve Far= 47.496 ksi §(E3-2&E3-3)
Pc= 56.5 kips §(E3-1)
Safety Factor for Compression,0,,= 1.67
Allowable Axial Compressive Strength,Pn/C),= 33.8 kips §E1
Actual Axial Compressive Demand,Pr= 5.407 kips
D/pier= 20.1 OK,<.45E/Fy §F8
Mn= 147.8 kip-in §(F8-1)
Safety Factor for Flexure,Cab= 1.67
Allowable Flexural Strength,Mn/Ob= 88.5 kip-in §F1
Actual Flexural Demand,Mr= 23.0 kip-in
Combined Axial&Flexure Check= 0.34 OK §(H1-1a& 1b)
Results
Max Load To Pier= Design Load=5407 lb
2.875"Diameter Pipe Pier with 0.165"Thick Wall
3.5"Diameterx48"Long Pipe Sleeve With 0.216"Thick Wall
Minimum 10'-0"Installation Depth And Minimum 2000 psi Installation Pressure
Minimum'/:'Foundation Lift During Installation
SFA Design Group. LLC
PROJECT NO. SHEET NO
STRUCTURAL I CIVIL LAND USE PLANNING MFR25-058
PROJECT DATE
Na Residence Underpinning 4/28/2025
SUBJECT BY
Groundworks PP21617-34B Bracket SI
Capacity of 3/4"0 ASTM A193 GRB7(105ksi)Threaded Rod
11 = 10
D= 0.750 in
FI= 105 ksi
At= 0.334 inZ
Capacity= 35.118 kips
Capacity of Weld at Alignment Tube
E70 Electrodes= 70 ksi
Size of Fillet= 0.250 in
Length of Weld= 8.000 in
Capacity of Per Inch of Fillet= 3.712 kli
Capacity of Fillet= 29.698 kips 4 Limiting System Factor
Capacity of'/e"Plate m
At= 3.000 in2
Ft= 21.600 ksi (Note: Reference Details on Structural Plans Sheets S4.1-S4.3 For
T= 64.800 kips Additional Information)
S= 4.000 in'
Fb= 27.000 ksi
RMAx= 42.146 kips
Fv= 14.400 ksi
VALLOW= 37.800 kips
Results
Capacity of System(2 Sides)=29.698)=59.396 kips(Bracket Only)
5FA Design Group, LLC
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPI( IIONS MFR25-058
PROJECT DATE
Na Residence Underpinning 4/28/2025
SUBJECT BY
2.375"in 0 Pin Pile System SI
Design Input rE/PILE/
Pin Pile System Designation= Standard, Sch 40 REACTION
Vertical Load to Pier, PTL= 7.208 kips I
Minimum Installation Depth, L= 10.000 ft I (E) STEMWALL AND FOOTING
Unbraced Length, I= 0.500 ft a (E) GRADE
Th
Eccentricity,e= 4.250 in PILE CAP
Friction Factor of Safety, FS= 2 I
Design Load(Vertical), PDL= 7.208 kips EXCAVATION J III—
Design Moment, MomentPierDL= 30.632 kip-in
Sleeve Property Input ,_ III-
Sleeve Length= 36.000 in
e
Design Sleeve OD= 3.444 in I!III I III O I —ELI III I I I II
Design Wall Thickness= 0.192 in I I I I 11
r= 1.152 in -III =.,. —�-I
A= 1.962 in2 I I -_H._I I I I I .i FOUNDATION BRACKET
S= 1.512 in3 —_I
Note: Sleeve reduces bending stress on main III- PNEUMATICALLY DRIVEN
pier from eccentricty Z= 2.034 ina -I I I I—) I—
I= 2.603 in S II III II►-
' PILE
E EV E EXTERNAL
� II .
E= 29000 ksi III
Fy= 50 ksi I II I II
(Pier Property Input
Design Tube OD= 2.328 in =I
Design Wall Thickness= 0.131 in I
k= 2.10
r= 0.778 in
A= 0.902 in2
Note: Design thickness of pier and sleeve c= 1.164 in REACTION AT LOAD
=
based on 93%of nominal thickness per AISC 3 BEARING STRATUM
and the ICC-ES AC358 based on a corrosion S 0.470 in
loss rate of 50 years for zinc-coated steel Z= '
0.632 in
I= 0.547 in4
E= 29000 ksi Note:Section above is a general representation of pin pile system,
Fy= 60 ksi refer to plan for layout and project specific details.
Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force
kl/r= 16.19 OK, <200 §E2
Note: Flexural design capacity Fe= 1091.880 ksi §(E3-4)
based on combined plastic section 4.71-(E/Fy)5= 103.55 §E3
modulous of pier and sleeve Fcr= 58.636 ksi §(E3-2&E3-3)
Pn= 52.9 kips §(E3-1)
Safety Factor for Compression,Oc= 1.67
Allowable Axial Compressive Strength, PnIO,= 31.7 kips §E1
Actual Axial Compressive Demand, Pr= 7.208 kips
D/tpler= 17.8 OK, <.45E/Fy §F8
Mn= 160.0 kip-in §(F8-1)
Safety Factor for Flexure, Db= 1.67
Allowable Flexural Strength, Mn/ftb= 95.8 kip-in §F1
Actual Flexural Demand, Mr= 30.6 kip-in
Combined Axial & Flexure Check= 0.51 OK §(H1-la& 1b)
Results
Max Load To Pier= Design Load=7208 lb
2.375" Diameter Pipe Pier with 0.154"Thick Wall
3.5" Diameterx36" Long Pipe Sleeve With 0.220"Thick Wall
Minimum 10'-0"Installation Depth
Drive Until Less Than 1" Movement is Observed in A 1 Min Time Span w/A 110 lb Pneumatic Hammer
SFA Design Group, u_c
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR25-058
PROJECT DATE
Na Residence Underpinning 4/28/2025
SUBJECT BY
Seismic Design Criteria Si
ASCE 7-16 Chapters 11& 13
Soil Site Class= D(Default) Tab.20.3-1,(Default=D)
Response Spectral Acc.(0.2 sec)S.= 157.60%g =1.576g Figs.22-1,22-3,22-5,22-6
Response Spectral Acc.(1.0 sec)S1= 58.00%g =0.580g Figs.22-2,22-4,22-5,22-6
Site Coefficient Fe =1.200 Tab. 11.4-1
Site Coefficient F„ =1.721 Tab. 11.4-2
Max Considered Earthquake Acc.SMs= Fa.S, =1.891g (11.4-1)
Max Considered Earthquake Acc.SM,= F.S1 =0.998g (11.4-2)
@ 5%Damped Design SDS=2/3(SMS) =1.2619 (11.4-3)
SD1= 2/3(SM1) 0.665g (11.4-4)
Risk Category= II,Standard Tab. 1.5-1
Flexible Diaphragm §12.3.1
Seismic Design Category for 0.1 sec D Tab. 11.6-1
Seismic Design Category for 1.0 sec D Tab. 11.6-2
Si <0.75g N/A §11.6
Since Ta<.8Ts(see below),SDC= D Exception of§11.6 does not apply
§12.8 Equivalent Lateral Force Procedure A.BEARING WALL SYSTEMS Tab. 12.2-1
Seismic Force Resisting System(E-W) 15.Light-framed(wood)walls sheathed with wood structural panels rated for shear resistance or steel sheets
A.BEARING WALL SYSTEMS Tab. 12.2-1
Seismic Force Resisting System(N-S) 15.Light-framed(wood)walls sheathed with wood structural panels rated for shear resistance or steel sheets
Ct=0.02 x=0.75 Tab. 12.8-2
Structural height h5= 15.0 ft Structural Height Limit= 65.0 ft Tab. 12.2-1
C 1.400 for SD,of 0.6658 Tab. 12.8-1
Approx Fundamental period,Ta= C1(h5)5 =0.152 (12.8-7)
TL= 12 sec Figs.22-14 through 22-17
Calculated T shall not exceed≤ CuTa =0.213
Use T=I= 0.15 sec
0.8Ts= 0.8(SD1/SDS) =0.422 Exception of§11.6 does not apply
Is structure Regular&≤5 stories? Yes §12.8.1.3
Max Sds≤lOg
E-W N-S
Response Modification Coefficient R= 6.5 6.5 Tab. 12.2-1
Over Strength Factor Q.= 2.5 2.5 (foot note g)
Importance factor le= 1.00 1.00 Tab. 11.5.1
Seismic Base Shear V= C,W CS W (12.8-1)
C5= SUE =0.194 Sos =0.194 (12.8-2)
Rile R/le
or need not to exceed,C,= S", =0.672 Sol =0.672 For T 5 TL (12.8-3)
(R/le)T (R/le)T
or C,= S^,T, N/A S^,T, N/A For T>TL (12.8-4)
TZ(R/le) TZ(R/le)
Min C,= 0.5S1Ie/R N/A 0.5Sile/R N/A For S1≥0.69(12.8-6)
Use C,= 0.194 0.194
Design base shear V= 0.194W 0.194 W
1
SFA Design Group. u.c
STRU HN IN6 CTURAL I GEOTECW LL I SPECIAL PECTIOP6 rPROJECT NO. SHEET NO.
FR25-058
PROJECT DATE
Na Residence Underpinning 4/28/2025
SUBJECT BY
Wind Design Criteria SI
Wind Analysis for Low-rise Building,Based on ASCE 7-16
INPUT DATA
Exposure category(26.7.3) B
Basic wind speed(26.5.1) V = 97 mph
Topographic factor(26.8&Table 26.8-1) Kr = 1.00 Flat
Building height to eave he = 9 ft
Building height to ridge hr = 15 ft
Building length L = 36 ft
Building width B = 24 ft 1 B 1
Ground Elevation Above Sea Level E= 12 ft
Velocity pressure
qh=0.00256 Kh Kzt Kd Ke VA2 = 14.33 psf
where: qh=velocity pressure at mean roof height,h.(Eq.26.10-1&Eq.30.3-1)
Kh=velocity pressure exposure coefficient evaluated at height,h,(Tab.26.10-1) = 0.700
Kd=wind directionality factor.(Tab.26.6-1,for building) = 0.85
Ke=ground elevation factor.(Tab.26.9-1) = 1.00
h=mean roof height = 12.00 ft
<60 ft,Satisfactory (ASCE 7-10 26.2.1)
Design pressures for MWFRS
p=qh[(G C9,)-(G C91)] pmin= 16 psf for wall area(28.3.4)
where: p=pressure in appropriate zone.(Eq.28.3-1). pmin= 8 psf for roof area(28.3.4)
G Cp f=product of gust effect factor and external pressure coefficient,see table below.(Fig.28.3-1)
G Cp i=product of gust effect factor and internal pressure coefficient.(Tab.26.13-1,Enclosed Building)
0.18 or -0.18
a=width of edge strips,Fig 28.3-1,note 9, MAX[MIN(0.1B,0.1L,0.4h),MIN(0.04B,0.04L),3] = 2.40 ft
Net Pressures(pet),Load Case A
Roof angle 0 = 26.57 Roof an le 0 = 26.57
Surface Net Pressure with Surface Net Pressure with
G CP, (+GC, ) (-GCp,) G CP` (+GCS,)
1 0.55 10.46 5.30 1 -0.45 -3.87 -9.03
2 -0.10 1.16 -4.00 2 -0.69 -7.31 -12.47
3 -0.45 -3.83 -8.99 3 -0.37 -2.72 -7.88
4 -0.39 -3.02 -8.18 4 -0.45 -3.87 -9.03
1E 0.73 13.01 7.85 5 0.40 8.31 3.15
2E -0.19 -0.15 -5.31 6 -0.29 -1.58 -6.74
3E -0.55 -5.31 -10.47 1E -0.48 -4.30 -9.46
4E -0.53 -5.09 -10.25 2E -1.07 -12.76 -17.91
3E -0.53 -5.02 -10.18
4E -0.48 -4.30 -9.46
5E 0.61 11.32 6.16
6E -0.43 -3.58 -8.74
s -
eraoct ars x resort
�W ORM pr ~N OlemI
Load Case A(Transverse) Load Case B(Longltudinal)
SFA Design Group, LLC
PROJECT NO. SHEET NO.
STRUCTURAL I GEOIECHNI(Al I SPL([Al INSPE(]IONS MFR25-058
PROJECT DATE
Na Residence Underpinning 4/28/2025
SUBJECT BY
Existing Lateral Resistance Along Gridline 1 SI
IFootingIFoundation Wall Section Properties b
Foundation t Depth,d= 16 in
Foundation Depth,d= 18 in
Int Buried Footing Depth,d,= 6 in
AS OCCURS(NOT
Ext Exposed Footing Depth,dexp= 18 in
CONSIDERED FOR
Cross Sectional Area,A= 108 in'
Section Modulus,Sx= 108 in MOMENT OR
SHEAR CAPACITY
Gross Moment of Inertia,Ig= 2916 in'
Assumed Conc,fo= 2000 psi
Footing/Foundation Wall Moment&Shear Capacity Per AC1318-14 O
Conc Modulus of Rupture,fr=335 psi §19.2.3.1
Cracking Moment,Mcr=S'fr=3.0 k-ft a
Flexure Reduction Factor,co=0.65 §21.2.2 n
Design Moment,4Mcr=2.0 k-ft
Shear Strength,Vc=9660 lbs §22.5.5.1
Shear Reduction Factor,40=0.75 §21.2.1
Design Shear,0.54)Vc=3622 lbs
Ngte:Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement.
Passive Pressure From PerpendicularReturn Walls(Along Gridline 1)
Effective Friction Angle=29'
Passive Coefficient,Kp=tanA2'(45+0'/2)
Kp=2.88
Soil Unit Weight,y=110 pcf STEMWALL
Passive Pressure,Pp=Ky p =317 pcf ExT GRADE
Ext Buried Soil Depth,d,=d-12"-dexp=0.0 ft — = FOOTING INT GRADE
Int Buried Soil Depth,d,=di-12' =0.0 ft II —
A=Pp(d0)=0 psf •
B=Pp*(di)=0 psf Rp..t I —RFww
waa=A`dJ2=0 pit
w„„=B*d/2=0 pit _11 1 I I I—1 I1=1I
iFootin�Foundation Wall Loading Wall Loading
Note:Reference design No.
loads page of calculation f Note:Section about is a general representation of a
package for load concrete footing.Refer to plans for specific details
combinations.
' f _f iif ► t
V
Exterior Length Due to Moment,Lee=J(8`$*f;Ig,a/(Y,`w,a)/2=0.00 ft
Interior Length Due to Moment,L„ =V(8*$'f;Ig;,f(y,*w.e)l2=0.00 ft
Exterior Length Due to Shear,Lee=0.54V/wee=0.00 ft
Interior Length Due to Shear,Lu =0.54)V,,/w,=0.00 ft
Rp.e=web Lea=0 lbs
Rp =w *L10 =0 lbs
Lateral Capacity,Rp=Rp,a+Rp;,,,=0 lbs
Slab on Grade Frictional Resistance
Slab Along This Line= No
Coeficient of Soil Friction=0.30
Length of Resisting Line=35 ft
Tributary Width of Slab=5 ft
Slab Thickness=4 in
Concrete Weight=150.0 pcf
Soil Friction VRESIST=0 lbs
�FootingFrictional Resistance Along Gridline IResistance Along Gridline 1
Unpiered Portion of Gridline 1=No
Coeficient of Soil Friction=0.30
Length of Resisting Line=11 ft
Dead Load Above=435 pit
Soil Friction VRESIST=O lbs
Helical Tieback Resistance Along Gridline
Number of Tiebacks Along Gridline=0
Total Tieback Capacity VPiERs=0 lbs
Total available resistance along Gridline 1=Olbs+Olbs+Olbs+Olbs+Olbs=Olbs
SFA Design Group, u.c
PROJECT NO. SHEET NO.
WJ STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR25-058
PROJECT DATE
Na Residence Underpinning 4/28/2025
SUBJECT BY
Lateral Design Loads Along Gridline 1 SI
Wind Base Shear Along Gridline I
Loading Direction: Transverse
End Zone (1E+4E)= 16.0 psf Zone(1+4)= 16.0 psf
Tributary Width = 4.80 ft Tributary Width = 4.20 ft
Tributary Height= 9.00 ft Tributary Height= 15.00 ft
End Zone(2E+3E) 8.0 psf Zone(2+3) 8.0 psf
Tributary Width = 4.80 ft Tributary Width = 4.20 ft
Tributary Height= 6.00 ft Tributary Height= 6.00 ft
a = 2.40 ft
Design base shear VWIND= 2131 lbs
ASD(60%)base shear VWIND= 1279 lbs Seismic Controls
v
49
~we EM[CMOM ~N d�[>4
Load Case A(Transverse) Load Case B(Longitudinal)
Basic Load Cases
Seismic Base Shear Along Gridline I
RoofDL_ (15 psf) (13.00 ft) = 195 plf
WallDL = (12 psf) (4.50 ft) = 54 plf
StemwallDL_ (150 pcf) (6.00 in) (18.00 in) = 113 plf
FootingDL= (150 pcf) (6.00 in) (12.00 in) =75 plf
PerpWallsDL_ (12 psf) (4.50 ft) (18.00 ft) =972 lb
Design base shear VsEisMic= 2221 lbs Base shear = 0.194 W
ASD(70%)base shear VsEis= 1554 lbs /Seismic Controls Trib Length = 24 ft
Worst Case Lateral Load Along Gridline 1 = 1554 lbs
Total Available Lateral Resistance Along Gridline 1 =0 lbs
Additional Lateral Resistance of 1554 lbs Required
SFA Design Group. I_I_c
PROJECT NO SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR25-058
PROJECT DATE
Na Residence Underpinning 4/28/2025
SUBJECT BY
Concrete Backfill(s)Along Gridline 1 IsI
Concrete Backfill Dimensions
Effective Friction Angle= 29*
Passive Coefficient,Kp= tanA2*(45+0'/2) r scrwu
Ka= 2.88
Passive Pressure,Pp= 2.88*110=317 pcf
Cohesion,c'= 1500 psf T —
Soil Unit Weight,y= 110 pcf
Depth of Backfill,d = 2.0 ft
Width of Backfill,w = 1.5 ft i'C..— — —
Depth to Backfill,r= 2.0 ft
Soil Neglected= 1.0 ft t''r
Backfill Depth Below Grade= 4.0 ft
Passive Lateral Resistance Acting on Concrete Backfill
Passive Pressure at Base,ap = Pp*(d+r)
317pcf*(4 ft)=ap'= 1268 psf
Lateral Capacity/Pier,Rp =((A+B)/2)*d
Rp=((A+B)/2)*d=((951 plf+1902 plf)/2)*2 ft=2853 lbs
1 ft NEGLECTED
Depth to Backfill-1 ft=1 ft
A= (Kp*y*r)*w= 951 plf
Rp=2853 lbs
Depth of Backfill d=2R
B=(Kp*y*(r+d))*w= 1902 plf
ap'- 1268 psf
LOADING DIAGRAM PER PIER
Lateral Resistance per Pier
Concrete Backfill Spacing= 7.5 ft (5B)
P-Multiplier 1st Backfill= 1.00 Per AASHTO TABLE BELOW
P-Multiplier 2nd Backfill= N/A (INTERPOLATION OK)
P-Multiplier Other Backfills= N/A
Number of Piers to Be Backfilled= 1 pier(s)
Lateral Resistance of 1st Backfill= I*2853 lbs=2853 lbs
Lateral Resistance of 2nd Backfill= N/A
Lateral Resistance of Other Backfills= N/A
Tulle itL7.L+l—Me P-Mdltpas.P_for M.ltW.Row SWt.g(.,. 4 bN Ha�i�at RL.sloading) I up
Pile C7Cspacing(in the direction of P-Multi rs,Pe
Row I Row 2 Row 3 and higher
3B I 0.8 I 0.4 I 0.3
SB 1.0 I 0.85 0.7
Total Lateral Resistance of Piering System
Lateral Resistance=1st Backfill+2nd Backfill+Other Backfills+Slab+Unpiered+Passive Pressure on Footing+Pier Passive
Total Lateral Resistance=28531bs+Olbs+0lbs+0 lbs+0 lbs+0 lbs+0 lbs=2853 lbs
Factor of Safety= 1.1
Allowable Resistance= 2594 lbs >1555 lbs OK
SFA Design Group, ILL PROJECT NO. SHEET NO.
J STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR25-058
PROJECT DATE
Na Residence Underpinning 4/29/2025
SUBJECT BY
Retaining Wall Loads(Rankine Analysis) SI
ITleback Info
Spacing, s= 6.00 ft
Angle of Tieback Downward from Horizontal, a= 15°
(Retaining Wall and Geotechnical Input
Angle of Internal Soil Friction (Soil on Soil), m = 30°
Soil Backfill Angle, 0= 0°
Height of Grade h9= 5.17 ft
Height of Wall, hw= 5.17 ft
Simplified Method Seismic Multiplier, KE = 9
Unit Weight of Earth,we= 110 lb/ft3
Surcharge Load, Ws= 0 lb/ft2
Active Earth Pressure,wa= 50 lb/ft3
Surcharge Equivalent Height of Earth, hsu= 0.00 ft
Coefficient of Active Earth Pressure, Ka= 0.333
Coefficient of Active Earth Pressure(sloped), Kp= 0.000
Equivalent Fluid Weight, Kawe or Kawa = 37 lb/ft3 t Based off wa
Point Load Output
Total Seismic Pressure, HE= 241 lb/ft @ 3.45 ft
Total Surcharge Pressure, Hsu= 0 lb/ft @ 2.59 ft
Total Active Earth Pressure, Ha= 490 lb/ft @ 1.72 ft
Tieback Output
Total Horizontal Pressure, HT= 731 lb/ft
Max Horizontal Seismic Load , TCEL= 1.443 kips
Max Horizontal Surcharge Load , TCLL= 0.000 kips
Max Horizontal Earth Load , TCH►.= 2.940 kips
Max Horizontal Load , TcHORiz= 4.384 kips
Max Vertical Load , TCVERT= 1.175 kips
Max Tension Load ,TR= 4.538 kips
Depth to Tieback, y= 2.29 ft
SFA Design Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR25-058
PROJECT DATE
Na Residence Underpinning 4/29/2025
SUBJECT BY
Helical Tieback SI
• 1(E) GRADE
3/" GRADE 2 'I'
o HEAVY SQUARE T '''I
7 NUTS W/ SHAPED I V/2x4x0'-6" CENTERED ON TIEBACK
�+ WASHERS (TORQUE
TO 90 FT-LBS F,161 PIERTECH THREADED ADAPTER
WALL IC PER PIERTECH
Z GENERAL NOTE ' 1.5-L510G LATERAL
° HELICAL TIE-BACK
N '
v (E) CONC
RETAINING WALL "
(E) CONC FOOTING II 10'_0"
iI1-1i- I1,,1�.
Design input
Finish on Shaft= Plain
Pier System Designation = HA150
Depth to Centerline of Anchor, Pv= 2.879 ft
Tieback Installation Length,AT= 10.000 ft
Angle of Tieback Downward from Horizontal, a= 15°
Soil Unit Weight, y= 110 pcf
Angle of Internal Soil Friction, 4 = 32°
Applied Loads
Vertical Load Tieback,Tcv= 1.175 kips
Tension Load to Anchor,TR= 4.538 kips
Square Shaft Pier
Ft= 90.000 ksi
Square Shaft Size, Wshaft= 1.500 in
A= 2.000 in2
ft= 2.269 ksi
Ft= 54.000 ksi OK
Square Shaft Coupler
• Bolt diameter= 0.750 in
Bolt Grade= A490
Double Shear Capacity= 24.700 kips OK
Threaded Rod Adaptor Rod Adaptor
Ft= 120.000 ksi
Threaded Rod Diameter= 1.000 in
A= 0.606 in2
ft= 7.489 ksi
Ft= 72.000 ksi OK
Lateral Restraint System Threaded Rod
Ft= 125.000 ksi
Threaded Rod Diameter= 0.625 in
A= 0.307 in2
ft= 7.391 ksi
Ft= 75.000 ksi OK
Lateral Restraint System Saddle Beam
Design Tube OD= 2.875 in
Design Wall Thickness= 0.203 in
A= 1.704 in2
S = 1.064in3
Fy= 60.000 ksi
MAPPLIED= 1.135 kip-in
MALLOW = 38.305 kip-in OK
VAPPLIED= 2.269 kips
VALLow = 61.346 kips OK
Lateral Restraint System Adapter Beam
Width of Plate, b= 0.380 in
Depth of Plate, d = 3.500 in
A= 1.330 in2
S = 0.776 in3
Fy= 36.000 ksi
MAPPLIED= 1.702 kip-in
(2)Plates MALLOW= 33.516 kip-in OK
VAPPLIED= 2.269 kips
(2) Plates VALLOW = 57.456 kips OK
Helix Properties and Capacity
Fyn = 36 ksi
Fbh=0.75*Fyh= 27.000 ksi
Di = 8 in Al =n*Di2/4-n*(Wshaft)2/4= 48.5 in2
ti = 0.375 in Si = 1*t12/6= 0.023 in3
Qi =Ai*wt = 5.8 kips wt = 0.120 ksi
D2= 10 in A2=n*D22/4-n*(Wshaft)2/4 = 76.8 in2
t2= 0.375 in S2= 1*t22/6= 0.023 in3
Q2=A2*w2= 5.4 kips w2 = 0.070 ksi
D3= 0 in A3=n*D32/4-n*(Wshaft)2/4 = 0.0 in2
t3= 0.375 in S3= 1*t32/6= 0.023 in3
Q3=A3*w3= 0.0 kips W3= 2.250 ksi
EQ= 11.2 kips OK
Helix Weld to Pier Capacity
E70 Electrodes= 70 ksi
Size of Fillet Both Sides= 0.250 in
Capacity of Fillet Both Sides= 7.424 kli
R1 = 0.389 kli Weld OK
R2= 0.298 kli Weld OK
R3= -1.688 kli Weld OK
Soil -Individucal Bearing Method -Cohesive
Factor of Safety= 2.0
Blow Count, N = 12 Ref Table A-1
�Ah =Al+A2+A3 = 0.9 ft2
Cohesion, c= 1.500 ksf
N,= 9
Qu=>Ah(cNc) = 11.744 kips
Qa,compression/tension=Qu/FS= 5.872 kips OK
LSoil -Individucal Bearing Method-Non-Cohesive
Factor of Safety, FS= 2.0
y= 110 pcf
0 = 32° Ref Table 3-4
Failure Plane Wedge Angle, 0 = 29°
Lead Helix Horizontal Length, Ah = 9.659 ft
Depth of Helix, Di = 5.338 ft
Depth of Helix, D2 = 4.820 ft
Depth of Helix, D3= 0.000 ft
q'i =y*D1 = 587.2 psf
q'2 =y*D2 = 530.2 psf
q'3=y*D3= 0.0 psf
Nq = 1+0.56(12*0)0/54 = 20.04 (for 0 =32°)
Q% =A1(q'lNq) = 3.963 kips
Q2 =A2(q'2Nq) = 5.665 kips
Q3, =A3(q'3Nq) = 0.000 kips
Qa,compression/tension= YQu/FS = 4.814 kips OK I Non-Cohesive Controls
Soil-Torque Correlation Method -Verification
Factor of Safety, FS = 2.0
Installation Torque Pressure, qi= 333 psi
Installation Pressure to Torque Conversion Factor= 3.00
Emperical Torque Correleation Factor, Kt= 10 ft-1
Final Installation Torque, T= 1000 lb-ft
Ultimate Pile Capacity, Qu = 10.000 kips
Allowable Pile Capacity, Qa= 5.000 kips OK
Results
Max Load To Tieback= Design Load =4538 lb
1.5" Solid Square Shaft Tieback Installed at a 15 Degree Angle
0.375"Thick 8/10" Helix With 0.25" Fillet Welds Each Side Of Helix To Pipe Pier
Minimum 10'-0" Installation Length And 1000 lb-ft Installation Torque
SFA Design Group, LLC
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PORTLAND,OR I LIVERMORE, CA I SEATTLE,WA
503.641.8311 I www.sfadg.com
SPECIAL INSPECTION FINAL SUMMARY LETTER
Attn: Mason County Inspections&Permitting Permit#: BLD2025-00663 Inspection Agency: SFA Design Group,LLC
Project Name:Na Residence Ins.Date: 9.15.2025 E.O.R.: Jeff Fitch,PE
Project Address:11921 NE North Shore Rd,Belfair,WA 98528 Ins.Time: 10:00 AM Contractor: Groundworks South
Code References:IBC Ch.18,Sect,1810.4.12; IBC Ch.17,Sect 1705.7&1705.9 Test Method: ASTM Method D1143
Inspector Name:Frank Keenan Crew Lead Name:Marcos
Description:Continuous inspection and testing of the installation of helical tieback and driven deep foundation systems.
Dear Building Inspection Division:
This letter serves to certify that in accordance with Chapter 17 of State and International Building Code requirements,outlined in the General Structural Notes on
S1.1 of the approved permit drawings,SFA Design Group,LLC has performed special inspection as detailed below.
The inspector verified the installation of: (5)push piers,(6)pin piles,(5)helical tiebacks
Observations include;
1.Project description(address,installation date,permit number)
2.Pile and bracket configuration
3.Part description(product manufacturer,bracket type,pier type,pier outside diameter,pier wall thickness)
4.Pier inclination,location,depth,and installation pressure achieved
(5)push piers,(6)pin piles,(5)helical tiebacks were installed per the intent of the design and any installation deviations were reviewed and
approved by this office with no outstanding non-compliance items.
Our inspection and testing services do not constitute a warranty or guarantee of any type and were provided and intended to help reduce the risk of construction
defects,deficiencies or omissions that may arise during and after construction.It is the contractor's responsibility to perform their work in accordance with the
approved construction documents.All inspections and tests were performed and reported according to the requirements of the City Building Regulations and
these Administrative Rules and,to the best of my knowledge,the work was in conformance with the applicable workmanship provisions of the State Building Code
and Standards.
Sincerely, �Y tTnsgFjT�
SFA Design Group,LLC , ' G
Stepan Istomin,EIT,Engineering Technician,SFA Design Group,LLC OISTE¢ 1
NAL
EXPIRES: 12/24/26
CC:Austin Sweeney,Groundworks
Reviewed By:Jeff Fitch,PE,Principal,SFA Design Group,LLC
Mason County
Mason County - Division of Community Development
U 0 615 W. Alder St.
Building 8
Shelton, WA 98584
360-427-9670 ext 352
www.masoncountywa.gov
BLD2025-00663 REPAIR - RESIDENTIAL
PROJECT DESCRIPTION: FOUNDATION STABILIZATION FOR HOUSE ISSUED: 08/12/2025
AND BULKHEAD
SITE ADDRESS: 11921 NE NORTH SHORE RD BELFAIR EXPIRES: 02/08/2026
PARCEL: 322264200214
APPLICANT: NA, RICHARD OWNER: RICHARD NA
11921 NE NORTHSHORE RD 11921 NE NORTHSHORE RD
BELFAIR,WA 98528 BELFAIR,WA 98528
206-428-8299
CONTRACTOR: GROUNDWORKS OWNER'S REP: SWEENEY,AUSTIN
18915 16TH AVE S 18915 16TH AVE S
SEATAC,WA 98188 SEATTLE,WA 98188
206-698-3977 206-698-3977
GENERAL CONTRACTOR'S LICENSE: GROUNDWORKS License: GROUN**763O5
18915 16TH AVE S Expires: 10/29/2026
SEATAC,WA 98188
206-698-3977
VALUATIONS: FEES: Paid Due
Project Valuation (BID, 40449.30 $40,449.30 Building Permit Fee $597.02 $0.00
ESTIMATION..) Technology Surcharge $19.70 $0.00
State Fee-Residential $6.50 $0.00
Planning Residential Review $275.00 $0.00
Fee
Plan Check Fee $388.06 $0.00
Total: $40,449.30 Totals : $1,286.28 $0.00
REQUIRED INSPECTIONS
3rd Party Inspection Report BLD-Final Inspection
CONDITIONS
Printed by:Anna Schaffran on:08/12/2025 02:15 PM
Page 1 of 5
Mason County
Mason County - Division of Community Development
615 W.Alder St.
Building 8
Shelton,WA 98584
360-427-9670 ext 352
www.masoncountywa.gov
REPAIR - RESIDENTIAL BLD2025-00663
The plan review check list and corrections are part of the approved plans and must remain attached. It is the responsibility
of the applicant,owner or contractor to make the required corrections indicated on the plans. Once the plans are marked
"APPROVED", they shall not be changed or altered without authorization from the Building Official. The permit holder is
responsible to retain the complete approved set of plans on site for the duration of the project. Failure to comply and/or
removal of approved documents will result in failure of required building inspections.
* Contractor registration laws are governed under RCW 18.27 and enforced by the WA State Dept of Labor and Industries,
Contractor Compliance Division.There are potential risks and monetary liabilities to the homeowner for using an
unregistered contractor. Further information can be obtained at 1-800-647-0982.The person signing this condition is either
the homeowner, agent for the owner or a registered contractor according to WA state law.
* Provisions for surface/subsurface drainage control must be implemented with new construction or development on site and
MUST NOT adversely Impact adjacent parcels. Under the requirements of Mason County Stormwater Ordinance,either
private ditches and drains will meet requirements of the stormwater ordinance or prior approval will be granted to use an
existing utility and drainage easement dedicated for that specific purpose. For further information regarding this ordinance
contact the Mason County Public Works Department prior to construction at Ext 450
* All changes to"approved"building plans that effect compliance with the international codes as amended and adopted,or
any other Mason County ordinance or regulation, must be reviewed and approved by Mason County prior to construction.
* CONSTRUCTION PROCESS TO BE FIELD CORRECTED AS REQUIRED PER MASON COUNTY BUILDING
DEPARTMENT AND THE ADOPTED BUILDING CODE.
The construction of the permitted project is subject to inspections by the Mason County Building Department. All
construction must be in conformance with the international codes as amended and adopted by Mason County. Any
corrections,changes or alterations required by a Mason County Building Inspector shall be made prior to requesting
additional inspections.
* All property lines shall be clearly identified at the time of foundation inspection.
* All permits expire 180 days after permit issuance,or 180 days after the last inspection activity is performed.The Building
Official may grant one or more extension of 180 days, upon the receipt of a written extension request prior to permit
expiration. Letter must indicate that circumstances beyond the control of the permit holder prevented action from being
taken.
* Approved per dimensions and setbacks on submitted site plan.Setbacks are measured from the farthest projection of the
structure. Front setbacks are measured from the front lot line or road easement boundary,whichever Is closer.
* OWNER/BUILDER acknowledges submission of inaccurate information may result in a stop work order or permit
revocation.Acknowledgement of such is by signature below. I declare that I am the owner,owners legal representative, or
contractor. I further declare that I am entitled to receive this permit and to do the work as proposed. I have obtained
permission from all the necessary parties,including any easement holder or parties of interest regarding this project.The
owner or authorized agent represents that the information provided is accurate and grants employees of Mason County
access to the above described property and structure(s)for review and inspection. This permit/application becomes null&
void if work or authorized construction is not commenced within 180 days or if construction work is suspended for a period of
180 days. PROOF OF CONTINUATION OF WORK IS BY MEANS OF INSPECTION. INACTIVITY OF THIS PERMIT
APPLICATION OF 180 DAYS WILL INVALIDATE THE APPLICATION UNLESS OTHERWISE APPROVED.
All construction must meet or exceed all local and state ordinances in addition to the International Codes requirements as
adopted and amended by Mason County and the State of Washington. Occupancy is limited to the approved and permitted
classification. Any non-approved change of use or occupancy would result in permit revocation.
* Owner/Agent is responsible to post the assigned address and/or purchase and post private road signs in accordance
with Mason County Code 14.28 and 14.17.
* All surface water and potential runoff must be controlled on site and shall not adversely affect any adjacent properties nor
increase the velocity flow entering or abutting to any state or county culverting/ditching system or road way.
Printed by:Anna Schaffran on:08/12/2025 02:15 PM
Page 2 015
Mason County
Mason County - Division of Community Development
615 W.Alder St.
Building 8
Shelton,WA 98584
360-427-9670 ext 352
www.masoncountywa.gov
REPAIR - RESIDENTIAL BLD2025-00663
* Pressure treated wood manufactured after January 1,2004 may contain high concentrations of copper which could quickly
corrode metal fasteners,connectors,and flashing. Install metal connectors approved for contact with the new types of
pressure treated material.
* Carbon monoxide alarms, listed as complying with UL 2075 shall be installed in accordance with manufacturer
specifications and in accordance with IRC Section R315.
Alarms shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms and on each level
of the dwelling.
EXISTING DWELLINGS shall be equipped with carbon monoxide alarms when alterations(including addition or alteration of
fuel burning appliances), repairs,or additions requiring a permit occur,or when one or more sleeping rooms are added or
created.
* All RED stamped approved plans are required to be on-site for inspection purposes. If an inspection is called for and
plans are not available on site,then approval will not be granted. In addition,a re-inspection fee(refer to current fee
schedule, minimum 1 hour)will be charged and must be collected by the Building Department prior to any further inspections
being performed or approvals granted.
The stamped approved site plan is required to be on-site for inspection purposes. If an inspection is requested and the
approved site plan is not on site, approval will not be granted. In addition,a re-inspection fee(refer to current fee schedule,
minimum 1 hour)will be charged and shall be collected by the Building Department prior to any further inspections being
performed or approvals granted.
All building permits shall have a final inspection performed and approved by Mason County Building Department prior to
permit expiration.The failure to request a final inspection or to obtain approval will be documented in the legal property
records on file with Mason County as being non-compliant with Mason County ordinances and building regulations.
Printed by:Anna Schaffran on:08/1212025 02:15 PM
Page 3 of 5
Mason County
Mason County - Division of Community Development
615 W. Alder St.
Building 8
Shelton,WA 98584
360-427-9670 ext 352
www.masoncountywa.gov
REPAIR - RESIDENTIAL BLD2025-00663
* This property has been identified in a FEMA(AE)Flood Hazard Area. SUBSTANTIAL IMPROVEMENT as defined in the
2021 International Building Code is any repair,reconstruction,rehabilitation, alteration,addition or other improvement of a
building or structure,the cost of which equals or exceeds 50 percent of the market value of the structure BEFORE the
improvement or repair is started. If the structure has sustained substantial damage,any repairs are considered substantial
improvement regardless of the actual repair work performed.The term does not, however,include either:
1.Any project for improvement of a building to correct existing health,sanitary or safety code violations identified by the
building and that are the minimum necessary to assure safe living conditions.
2,Any alteration of a historic structure provided that the alteration will not preclude the structure's continued designation as a
historic structure.
When Substantial Development has been determined future work including such items as change of use,additions,
alterations,and repairs are subject to the requirements of the 2021 International Existing Building Code and 2021
International Building Code Section 1612.
Mason County Flood Prevention Ordinance definition(MCC 14.22.040):
"Substantial improvement"means any repair, reconstruction,or improvement of a structure,taking place DURING A TEN-
YEAR PERIOD, in which the cumulative cost equals or exceeds fifty percent of the market value of the structure either:
(1)Before the Improvement or repair is started,or
(2)If the structure has been damaged and is being restored before the damage occurred. For this definition"substantial
improvement"is considered to occur when the first alteration of any wall, ceiling, floor,or other structural part of the building
commences,whether that alteration affects the external dimensions of the structure.
This term includes structures which have incurred"repetitive loss"or"substantial damage"regardless of the actual amount
of repair work performed.
The term does not, however, include either:
(1)Any project for improvement of a structure to comply with existing state or local health,sanitary,or safety code
specifications which have been identified by the local code enforcement official,and which was in existence prior to the
damage event or improvement,and which are solely necessary to assure safe living conditions,or
(2)Any alteration of a structure listed on the National Register of Historic Places or a State Inventory of Historic Places.
All future work will be evaluated at the time and by scope and value.
In addition to the inspections required in IBC,Section 110,the owner,the engineer or architect of record acting as the
owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of
work listed under Chapter 17 and as specified by the design professional. The special inspectors duties&responsibilities
shall be as specified in Chapter 17.
Special inspection reports shall be submitted to the Mason County Building Department,615 W Alder St,Shelton WA 98584
and available for inspection. Inspection reports shall be completed and submitted to the dept. in a timely manner and shall
be submitted prior to the framing and final occupancy inspections.
Printed by:Anna Schaffran on:08/12/2025 02:15 PM
Page 4 of 5
Mason County
Mason County - Division of Community Development
615 W. Alder St.
Building 8
Shelton,WA 98584
360-427-9670 ext 352
www.rnasoncountywa.gov
REPAIR - RESIDENTIAL BLD2025-00663
I hereby certify that I have read and examined this application and know the same to be true and correct.
All provisions of Laws and Ordinances governing this type of work will be complied with whether
specified herein or not. The granting of a permit does not presume to give authority to violate or cancel
the provisions of any other state/local law regulating construction or the performance of construction.
Issued By:
Contractor or Authorized Agent: �'�'�w" Date: I ? Z-s
Printed by:Anna Schaffran on:08/12/2025 02:15 PM
Page 5 of 5
TESTING & INSPECTION
PIERTECH HELICAL TIE-BACKS of ,r, 8 IT
Continuous special inspection is required during installation of push piers, helical tebacks, pin piles per
2021 IBC SECTION 1810.4.12. The special inspector is responsible for verifying and recording the WELDING NOTES:following: conform to AWS D1.1. Welders shall be certified in accordance with AWS
requirements. Use E70 electrodes of type required for materials to be welded.
• Project description (address, installation date, permit number) 5FA Design Group...i
• Pile and bracket configuration CORROSION PROTECTION:
• Part description (product manufacturer, bracket type, pier type, pier outside diameter, pier wall Sacrificial Design Thickness — Capacities include a scheduled loss in steel• S, is Gti
thickness) thickness due to corrosion for black, uncoated steel. anchors are designed for I0NAL
• Pier inclination, location, depth, and installation pressure achieved 50—year scheduled sacrificial thickness loss in accordance with ICC—ES AC358.
EXPIRES: 12/24/26
• Load testing shall be performed in accordance with ASTM Method D1 143 (QUICK METHOD) ON 20% of MATERIALS:
piers and will be selected by the special inspector. An alignment load (AL) Shall be applied to the pile Square Shaft — 11/2" round corner square bar conforming to ASTM A29 (Fy = 95 ksi, Fu = 115 ksi (�
prior to setting the deflection measuring equipment to zero or a reference position. The AL shall be no min). Z
more than 10% of the design load. Incremental loading shall be in accordance with the following Helix Plates — conforms to ASTM A572 Grade 50 (Fy = 50 ksi, Fu = 65 ksi min). Z
schedule. Other Plates — conforms to ASTM A36 (Fy = 36 ksi, Fu = 58 ksi min). Z
Coupling Hardware — conforms to SAE J429 Grade 5 (Fy = 92 ksi, Fu = 120 ksi min). 0
TEST LOADING SCHEDULE HOLD TIME MAX DEFLECTION Threaded Rod — conforms to ASTM A193 Grade B7 (Fy = 105 ksi, Fu = 125 ksi min).
AL (.10 DL MAX) 0 Minutes LU ao
0.25 DL Until Stable PLATE STEEL: ASTM A1011 C1008—C1010, Fy = 38 ksi, Ft = 52 ksi, 10 gauge plate embossed with (2) W O
0.50 DL Until Stable longitudinal ribs. Ref. mfr specificarions for addl info. 0 = O)
0.75 DL Until Stable
1.00 DL Until Stable Z
• Wall R: Size=11x28 Z I-
1.25 DL Until Stable Alternate Wall Bracing: C6x8.2 Steel Channel, ASTM A36
1.50 DL Hold for Creep Test (see below) 0.04 inches W a 0C
1.25 DL Until Stable INSTALLATION: U Z <
1.00 DL Until Stable System to be installed per manufacturers recommendations. Minimum installation torque is to be Z Z W
LU
0.75 DL Until Stable determined by the following equation: W
0.50 DL Until Stable T m
0.25 DL Until Stable [DESIGN WORKING LOAD] X [FS = 2] / [EMPIRICAL TORQUE CORRELATION FACTOR, KT = 10 FT-1] C/)
rn
Load testing creep acceptance criteria shall be no greater than 0.04 inches within a 10 minute period. W
If movement is observed greater than 0.04 inches within the 10 minute period, the load test shall be Minimum installation depth is 10'-0"f uno. IY
held for an additional 50 minutes, the pier is to be deepened and re—tested, or the pier is to be
abandoned and replaced with a new pier. If the load test is to be held the pier movements shall be Notify engineer if minimum installation conditions cannot be achieved. Q
measured at 15, 20, 30, 40, 50, and 60 minutes. The creep versus the logarithm of time shall be HELICAL PIER SPLICING: Z
plotted. If the creep rate is less than 0.080 inches between 6 and 60 minutes, the load test shall be
considered successful. Helical lead and extensions are to be mechanically spliced with Grade 8 bolts with nuts.
Push Pier/Pin Pile Test Pressure (psi): [DESIGN LOAD] X 1.5 / [AREA OF HYDRAULIC RAM].
Engineering and Architectural Drawings Changes I GENERAL NOTES
Construction must match all designs and apecificatlons of the I Submit changes for approval I ____________________
Architectural and or the Engineering requirements OR a stamped letter of
approval must be provided from the design professional responsible for prior to performing work
the work that has been altered."'NOTE:Structural engineering shall REVISIONS
supersede Mason County"Typical"notes for structural Items."'
SPECIAL INSPECTION
REQUIRED FOR PILE PILES iii
AND HELICAL PILES
MFR25-058
Plans to be kept on site Reviewed for Code Compliance PROJECT NO:
These plans must be on the job site Mason County Building DESIGNED BY:
for inspection SI
Department DRAWN BY:
SI
CHECKED BY:
JLD
DATE:
04.28.2025
SHEET NO:
S1 .2
PROJECT DATA ��,
• Project Description:Underpinning of existing residence for stabilization.
• Project Address: 11921 NE North Shore Rd
Belfair, WA 98528 SITE � �� 5f7• County: Mason County SPECIAL INSPECTION
• Parcel No: 322264200214
• Building Code: 2021 IBC & 2021 IRC REQUIRED FOR PILE PILES COPY ❑eslgn Group,uy
• Zoning Code: 2021 Belfair Municipal Code AND HELICAL PILES �'o ,p4o7ao
Zoning: One—Family Residential `�crs, jSTEg�ti�
• Zoning Use: RR5 sIONAL 1v�
• Site Area: 2.15 Acres
• Lot Dimensions: As Shown EXPIRES: 12/24/26
• Existing Building: 751 sf ((2) Story) Changes• Legal Description: TR 21—C OF LOT 3 & TAX 1268—B S 42/99
• Owner Contact Information: Richard Na Submit changes for approval Z
herbna®yahoo.com
(206) 428-8299 prior to performing work 75 -° Z
50'-0" z
SITE PLAN NOTES 15'-0"
317.19' � 0— �
1. All work and material shall conform to the requirements of the Mason County design — — — — CC co
standards. LU C
= rn
2. The Contractor shall obtain all required permits and licenses before starting construction. SHORELINE Z
3. The Contractor shall notify the Engineer, Mason County 24 hours before starting I
construction or resuming work after shutdowns, except for normal resumption of work Ui O aC
following Sundays or holidays. (E) DRIVEWAY/PRIMARY U Z <
CONSTRUCTION ACCESS Z W
4. The Contractor shall assist the Engineer in preparing as—constructed drawings. LLI Z W
-_� o (E) PIER C\J
5. Contractor to specify exact locations of utility stubs. The Contractor assumes all liability � — rn
and responsibility for all utility pipes, conduits or structures shown and not shown on I (o U)
these drawings and is req'd to take due precautionary measures to protect the utility W
lines on site. O o —i
= o ' ''.< E) RETAINING WALL o Z
6. All excavation req d for pier installation shall be completed by hand. o
= s''= U
7. All construction vehicles shall remain on the paved street, driveway, or authorized travel p� O
path. 0
8. No proposed horizontal or vertical expansion. Z ;fir — — — —
Engineering and Architectural Drawings r SITE PLAN
Construction must match all designs and apecifications of the :� f
Architectural and or the Engineering requirements OR a stamped letter of r i
approval must be provided from the design professional responsible for 22'-7' I I
the work that has been altered.—NOTE:Structural engineering shall „'' I ----_- - _ta- OF
u L /supersede Mason County"Typical"notes for structural items."` I �`�:': ': ,. — — WORK REVISIONS
Plans to be kept on site ?
These plans must be on the job site —
320.28'
for inspection o PROJECT NO:
MFR25-058
DESIGNED BY:
Si
DRAWN BY:
SI
CHECKED BY:
Reviewed for Code Compliance SITE PLAN DATE
Mason County Building 04.28.2025
0' 20' 40'
Department
SHEET NO:
SCALE: 1"=20'-O"
GENERAL REQUIREMENTS IMG PUSH PIERS/PIN PILES
S• F
Refer to subsequent plan and detail notes for variations and requirements specific to referenced project. MATERIALS: �oF 1PAS�rj7'�
Bracket Plates — ASTM A572 Grade 50
NOTE PRIORITIES: Notes on the individual drawings govern over notes on this sheet. (Min Yield Stress, Fy = 36 ksi / Min Tensile Stress, Fu = 58 ksi) sfa
Pier Tubes — ASTM A500 Grade B OR C
SPECIFICATIONS: Refer to the specifications for information in addition to that contained in these notes (Min Yield Stress, Fy = 50 ksi / Min Tensile Stress, Fu = 55 ksi) 5FAoesign6roup.LL[
and the structural drawings. 4 o Am�" a;�a°
9 External Sleeve — ASTM A500 Grade B
STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of (Min Yield Stress, Fy = 50 ksi / Min Tensile Stress, Fu = 62 ksi)
„
" Pier Cap — ASTM A529 Grade 50
the project. They are not intended to show all details of the work. Details noted typical apply to (Min Yield Stress, Fy = 50 ksi / Min Tensile Stress, Fu = 65 ksi)
similar work throughout the project unless noted separately. Coil Rod — ASTM A1035 OR A1045 EXPIRES: 12/24/26
(Mm Yield Stress, Fy = 105 ksi / Mi Tensile Stress, Fu = 125 ksi)
STRUCTURAL RESPONSIBILITIES: The structural engineer is responsible for the strength and stability of the n n
Steel Angle Shapes — ASTM A36 (3
primary structure in its completed form.
(Min Yield Stress, Fy = 36 ksi / Min Tensile Stress, Fu = 58 ksi) z
CONTRACTOR RESPONSIBILITIES: The contractor is responsible for the means and methods of construction WELDING NOTES: z
and all job related safety standards (i.e. OSHA or Federally approved State plan). The contractor is Conform to AWS D1.1. Welders shall be certified in accordance with AWS requirements. Use E70 z 0
responsible for the strength and stability of the structure during construction. The contractor shall electrodes of type required for materials to be welded. Iz
provide temporary shoring, bracing and other elements required to maintain stability until the structure is W
complete. It is the contractor's responsibility to be familiar with the work required in the construction CORROSION PROTECTION: wO N
documents and the requirements for executing it properly. The contractor shall at his discretion employ LO
Sacrificial Design Thickness — Capacities include a scheduled loss in steel thickness due to corrosion for = ap
a Washington State registered structural engineer for design of temporary bracing and shoring. It is the black, uncoated steel. Anchors are designed for 50—year scheduled sacrificial thickness loss in z (1) 0)
contractor's responsibility to contact the Engineer—of—Record to schedule applicable Structural accordance with ICC—ES AC358.
Observations.
INSTALLATION:
DISCREPANCIES: In case of discrepancies between the specifications, reference standards and the W z
governing code, the Engineer will determine which shall govern. Discrepancies shall be brought to the determined by the following equation: z
W J
attention of the Engineer before proceeding with the work. Z
Push Pier Installation Pressure (psi): [DESIGN LOAD] X 2 / [AREA OF HYDRAULIC RAM]. Q N m
SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between _
the drawings and actual site conditions shall be brought to the attention of the Engineer before rn
proceeding with the work. Minimum installation depth is 10'-0"t uno. (n
WT
CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads as Notify engineer if minimum installation conditions cannot be achieved. IY
noted in DESIGN REQUIREMENTS below or the capacity of partially completed construction. EXISTING UTILITY LINES: Q
Contractor to repair utility lines that may be damaged during installation. z
[ADJACENT UTILITIES: The contractor shall determine the location of all adjacent underground utilities prior
to excavation and prior to drilling holes for piles and tieback anchors. Any utility information shown on PUSH PIER SPLICING:
the drawings and details are approximate and not necessarily complete. Piles are to be gravity spliced with fitting couplers. Building weight will ensure joints do not separate.
ALTERNATES: Alternates for specified items may be submitted to the Engineer for review.
Engineering and Architectural Drawings I I
Archi Changes GENERAL NOTES
DESIGN CRITERIA Construction must match all designs and specifications of the g
tectural and or the Engineering requirements OR a stamped letter of
approval must be provided from the design professional responsible for Submit changes for approval
Building Code Conformance (meets or exceeds requirements): the work that has been altered."'NOTE:Structural engineering shall REVISIONS
supersede Mason County'Typical"notes for structural items."' prior to performing work
2021 International Building Code (IBC)
2021 International Residential Code (IRC)
2021 Washington State Building Code Plans to be kepton site
2021 Washington State Residential Code DO NOT PLACE PILES
These plans must be on the job site THIS ZONE w/o DIRECTION
DEAD LOADS: for inspection DO NOT PLACE PILES FROM ENGINEER PROJECT 25 O58
Roof Dead Load 15 PSF THIS ZONE W O DIRECTION CONTRACTOR TO NOTIFY
DESIGNED BY:
SI
Floor Dead Load 15 PSF FROM ENGINEER FOR IF (E) FOUNDATION DRAWN BY:
CRACK IS PRESENT IN THE CHECKED BY:
Interior Wall Dead Load SI
Wood Wall Dead Load 12 PSF
__
Deck Dead Load 12 PSF SPAN BETWEEN FOUNDATION JLD
Concrete 150 PCF Reviewed for Code Compliance BRACKETS DATE:04.28.2025
LIVE LOADS: Mason County Building ISHEET NO:
Roof Snow
Load
25 PSF Department NO PIER PLACEMENT ZONE 1 S1 . 1
Rookvo LLoa 25 PSF
SCALE: NTS
Floor Live Load (residential) 40 PSF
(E) FOUNDATION/(N) PUSH PIER LAYOUT PLAN NOTES:
1. REFERENCE S1.1 & S1.2 FOR GENERAL REQUIREMENTS 15. ALL FASTENERS AND HARDWARE IN CONTACT W/ PT pF WASgj ?�
I WOOD, CONCRETE OR MASONRY SHALL BE HOT-DIPPED
2. CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPANCIES 1 I ZINC-COATED GALVANIZED STEEL OR STAINLESS STEEL 2a
BETWEEN FIELD CONDITIONS & THOSE SHOWN IN THESE DOCUMENTS c - 16. FILL ALL VISIBLE CRACKS IN THE FOUNDATION WALL
PRIOR TO WORK TYPL .------_J> ,
______ AREA WITH HYDRAULIC CEMENT OR EPDXY
SFA Design Group,ur
3. INDICATES (E) CONC STEMWALL ON (E) CONC FOOTING OF 17. ALL CONSTRUCTION MATERIALS IN THESE DOCUMENTS ��o ,Q4o74p w,M•..•..w.-• •�-
(CONTRACTOR TO VERIFY 6'Wx1'-6"H (E) CONC STEMWALL AND WORK ARE (N) UNO
• 1'-0"Wx6"DP (E) CONC FOOTING MIN TYP (NOTIFY ENGINEER OF ANAL
RECORD IF FIELD CONDITIONS DIFFER IN THE AREA OF WORK)) IEXPIRES: 12/24/26
4. INDICATES (E) CONC RETAINING WALL & (E) CONC FOOTING Changes
(CONTRACTOR TO VERIFY 8"Wx4'-6"H-6 H (E) CONC RETAINING WALL Submit changes for approval
AND 1'-4"Wx8"DP (E) CONC FOOTING MIN TYP (NOTIFY ENGINEER prior to performing work z
OF RECORD IF FIELD CONDITIONS DIFFER IN THE AREA OF WORK)) z
5. ® INDICATES (E) WOOD POST/COLUMN A B C
O
6. INDICATES (N) CONC BACKFILL PER DETAIL 1/S4.2 ((1) TOTAL) KEY PLAN c\NG Er 00
N
SCALE: NTS 5� P� QOcPMPX1 p z: 00
7. SECTION CUT - DETAIL NUMBER/SHEET NUMBER On G " (CO)
X/SX.X <6- SPpc\N 6 0 z
Q X 5 = Q
8. INDICATES LOCATION OF IMG PP21617-34 PUSH PIER & BRACKET �6� G" OC
SYSTEM PER DETAIL(S) ON S4.1 ((5) TOTAL) Engineering and Architectural Drawings ` 4 (W, O
Construction must match all designs and apecifications of the �\ v
PUSH PIER INSTALLATION NOTES: Architectural and or the Engineering requirements OR a stamped letter of 3 \ \`J \ z W J
• DESIGN LOAD = 5,407 LBS approval must be provided from the design professional responsible for \ �� Z W
TE
the work that has been altered.**'NO :Structural engineering shall OY, `y� \ LJJ
• 2.875"0 PIPE PILE W/ 0.165" THICK WALL supersede Mason County"Typical"notes for structural items."` N
• 3.5"0x48" LONG PIPE SLEEVE W/ 0.216" WALL
L �tt�AIN��� U)
• MINIMUM 10'-O" INSTALLATION DEPTH WALL 1 w
• MINIMUM 2000 PSI INSTALLATION PRESSURE 2
4 \ �EQ EQ 3
• MINIMUM 1/ " FOUNDATION LIFT DURING INSTALLATION "
L6x6x/gx3 -0 TYP Q
9. INDICATES LOCATION OF IMG PP21617-34 PIN PILE & BRACKET
(E) DEC -
SYSTEM PER DETAIL(S) ON S4.1 ((6) TOTAL) D. 1 \ 2 \ 3 4 5
PIN PILE INSTALLATION NOTES: Reviewed for Code Compliance I-o \ \ o I
• DESIGN LOAD = 7,208 LBS I I ( L _
• Mason County Building Z \ Z
2.375"0 PIPE PILE W/ 0.154" THICK WALL I .': 3 3 3 (E) CHIMNEY PARTIAL(E)FDN/
• 3.5"0x36" LONG PIPE SLEEVE W/ 0.220" WALL Department N 0 o O- (N)PIER/HELICAL
I . I � w o o � w
• MINIMUM 1O'-O" INSTALLATION DEPTH o v a N z z w a ANCHOR LAYOUT
I -" I \\ 3 3 \ PLAN
• DRIVE UNTIL LESS THAN 1" MOVEMENT IS OBSERVED IN A 1 w ��W ��W w(
11
MIN TIME SPAN W/ A 110 LB PNEUMATIC HAMMER REVISIONS
II wcJ wc- I `
• 10. # INDICATES LOCATION OF HELICAL TIEBACK WALL ANCHOR I w I I - J
-� SYSTEM (INSTALL PERP TO FOUNDATION WALL) ((5) TOTAL)• I I I (E) CRAWL
I ' I I ;' SPACE
HELICAL TIEBACK INSTALLATION NOTES: L I -
• DESIGN LOAD = 4,538 LBS
• 1.5" SOLID SQUARE SHAFT TIEBACK INSTALLED AT A 150 ANGLE 14'-0" 10'-0" PROJECT NO:
MFR25-058
• 0.375" THICK 8/10" HELIX W/ 1/4" FILLET WELDS I
24'-0" DSSIGNED BY:
EACH SIDE OF HELIX TO PIER Plans to be kept on site DRAWN BY:
SI
• MINIMUM 10'-0" INSTALLATION DEPTH & 1000 FT-LB I These plans must be on the job site A B CHECKED BY:
INSTALLATION TORQUE JLD
for inspection DATE:
11. WALL ANCHOR SPACING SHALL BE AS INDICATED ON PLAN 04.28.2025
12. PIER SPACING SHALL BE AS INDICATED ON PLAN (6'-0" OC MAX) UNO PARTIAL (E) FDN/(N) PIER/HELICAL ANCHOR LAYOUT PLAN SHEET NO:
13. MAX UNSUPPORTED FOUNDATION SPAN FOR STEMWALL SHALL BE 4'-0" 1 ]
SCALE: /16"=1'-O" S2. 1
14. CONTRACTOR TO NOTIFY ENGINEER OF RECORD IF (E) FOUNDATION CRACK
IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS
MATERIALS LIST
ITEM # PART DESCRIPTION (BRACKET ASSY) RO.25" R1.125"
1 A572 GR. 50 BENT BASE 13/8 W/ (2) 5/g" SLOTTED HOLES IN VERT LEG R4" TYP
R4" TYP4S
2 A572 GR. 50 UPPER TUBE BRACE R3/g" W/ (2) 1.1"0 HOLES _ R4"
cD _— _—q —_ _ _—( 5FA Design Group,uc
3 A572 GR. 50 GUSSET F3/8 W/ HAND HOLD CUT OUT �' 4 M w" w:`
4 A572 GR. 50 LOWER TUBE BRACE R3/g W/ 1.1"0 HOLE — QTY (2) `ao R1.125" 5 2 ���SS IST1
ONAL
238" n
EXPIRES: 12/24/26
5 A36 OR A572 SAND R1/4
6 A513 4"0x0.188"x11.5" TUBE* 7"
7 A500 GR. B S40 1.66"x0.140"x2.125" TUBE SPACER* 35�n O
ITEM # PART DESCRIPTION (CAP PLATE ASSY) I Reviewed for Code Compliance Z
Mason Building Changes 1y8n z
8 A572 RCounty1x4x0'-9" W/ (2) 1.1" HOLES Submit changes for approval z
Department \ CC
9 A500 S40 3.5'0x0.216'x0.75 PIPE* prior to performin work
NOTES: yanII2" 11" w C co
1. * DIMENSIONS GIVEN AS OUTER DIAMETER x WALL " " tO
THICKNESS x LENGTH 9 /O4 /O6 /O7 /HOLES TYP 1 0 Ico
(/) O)
2. IF GALVANIZED, HOT DIP GALVANIZE PER ASTM 123 Z
3. ALL R MATERIAL TO BE LASERCUT TO ±0.032", AN 3 2 BEYOND 2 2 BEYOND
ANGULARITY OF ± 1', & DIMENSIONALLY ± 0.062" 8/8"
BEYOND 7 Ii _ 0 7 BEYOND L.1.� p
4. ASTM 1018 WILL BE EQ TO A572
�� R0.375" 4 1/4 BEYOND 4 4 BEYOND z W <
1y4" g us I 1/4 Z m
I I 7D rn
m
II I I I 6 BEYOND n A C
oCn I 3 I I 3
I I • m -
R4" \1� 5 - matt
1/4 4-1 /4 1'-27 n 5 n z
�8 �hlg 1/ 8 •
p y M cn
4 r � �
CAP PLATE m
SIDE Engineering and Architectural Drawings FRONT m
Construction must match all designs and apat:Mlcations of the r—
Nchltectural and or the Engineering requirements OR a stamped letter of
approval must be provided from the design professional responsible for
the work that has been altered.•"NOTE:Structural engineering shall 1/4—3 m O
supersede Mason County'Typical"notes for structural Items.'••
r Z RACKET DETAILS
1 8 4 n 4 BEYOND 7 BEYON m
2 0 0 2 BEYOND 3 BEYOND 4 3
7 7 R0.25 TYP 4 2 1 4 EVISIONS
4 1 Q\ 7 BEYOND �, 1/4 N I 1/4 TYP
4
1/4
6 I / 1/4 TYP 5 5 6
3 1 ' 4 i -1 6 1 1/4-3 PROJECT NO:
SI
6 I 4 DESIGNED BY:
1
2 4 BEYOND DRAWN BY:
BEYOND 4 /4 1 1/4 g
1 1 2 7 BEYOND 1/4 6SI
/4 TYP 1/4 7 TYP TYP 1/4 7 7 BEYOND DATE:CHECKED BY:
BACK TOP BOTTOM BOTTOM 04.28.2025
SHEET
PP21617-34B & PP21617-34 CAP DETAILS Plans to be kept on site SAND R REMOVED FOR CLARITY NO:
These plans must be on a jo site SCALE: 11/2"=i'-O" S4. 1
for inspection
S. F
(E) EXTERIOR GRADE
Changes
(E) WALL SHEATHING (E) WALL FRAMING Submit changes for approval -a- a
° a a
5Fs �[
prior to performing work A Oelgn Group.L
(E) FLOOR SHEATHING 4 ���'��'g��'OST1��
°
SIGNAL E11
4 4
Engineering and Architectural Drawings EXPIRES: 12/24/26
Construction must match all designs and apecifications of the 4
Architectural and or the Engineering requirements OR a stamped letter of
approval must be provided from the design professional responsible for
the work that has been altered.'"NOTE:Structural engineering shall
supersede Mason County"Typical"notes for structural items."
(E) EXTERIOR a
SURFACES (SAWCUT AS 1 Z
REQ'D) ((E) EXTERIOR (E) FLOOR FRAMING z
GRADE AS OCCURS)
(PARALLEL AS OCCURS) e .
O 4 CCO
—(E) CONC STEMWALL
4 ICI_ W to
III1 I 1 (E) INTERIOR GRADE (E)RE LONG W ' III1 0 cn rn
1II ICI P II—III—I '
-1 I I—III-i 4 ° a 111—I I MI I I—III 4 I I II I I I I I
-11 I=1 I- ° —III—III—III_ Reviewed for Code Compliance I I I4 III=1 I z W J
=1 11=I I1jtjf Mason County Building III-1 I I-1 I IL w Z m
1II-1111- 4 I, (E) CONC FOOTING Department III^III—II
p 0 N
4 11=1 = (CHIP FLUSH W/ a i U rn
STEMWALL AS REQ'D) III-I -I LLJ
11=III_- � - ° IIIIIIII11�,1 �
III- STEEL ANGLE LEDGER (E) EXTERIOR GRADE d II III- Q
� 4 4
PER PLAN AS OCCURS
I= =1 I - -_ I I I!I (E) CONC FOOTING z
. FOUNDATION BRACKET
I I e° PER PLAN (= =I -1- STEMWALL(CHIP SH W/
AS REQ'D)
I , I . -f[{-f[[ STEMWALL-
.e. a Ia 4,� •. 11I
CONCRETE BACKFILL AS -I II I FOUNDATION BRACKET
I° OCCURS CENTERED ON PIER I 1 PER PLAN PIER DETAILS
4 1 Al (=-1
. TUBE INSTALLED FLUSH W/ 1
I V. FOUNDATION BRACKET
1
1 . I 4 .a (f'c=2500 PSI MIN)
a I Q I REVISIONS
1 QI
•
Plans to be kept on site PIN PILE SYSTEM
PER PLAN PMFR25 058
OJECT NO
PUSH PIER These plans must be on the job site I I DESIGNED BY:
SYSTEM PER PLAN for inspection SI
DRAWN BY:
SI
CHECKED BY
JLD
NOTE: NOTE: DATE:
04.28.2025
REF PLAN FOR LAYOUT & INSTALLATION REQ'S REF PLAN FOR LAYOUT & INSTALLATION REQ'S
SHEET NO:
(N) PUSH PIER TO (E) FOUNDATION DETAIL 1 (N) PIN PILE TO (E) CONCRETE RETAINING WALL 2 54.2
SCALE: 1" l'-O" SCALE: 1"=l'-O"
S. F
: sfa
5FA Design Group,LLC• EXPIRES: 12/24/26
V
Changes I z
Submit changes for approval z
gpp — o
prior to performing work IO w
tz tr 00
w oLO
SPECIAL INSPECTION 0 T_ rn
(E) GRADE REQUIRED FOR PILE PILES Z
AND HELICAL PILES
Engineering and Architectural Drawings
Construction must match all designs and apecifications of the w0 Cc
Architectural and or the Engineering requirements OR a stamped letter of C ) z
b IIII—I ( L� approval must be provided from the design professional responsible for v
3/4 the work that has been altered.County ***NOTE:Structural engineering shall z i�
I—III-I su ersede MasonT
O HE GRADE 2 HEAVY SQUARE ° p "Typical' notes for structural items."' w z W
NUTS W/ SHAPED IIII I.) R1/2x4x0'-6" CENTERED ON TIEBACK 0 rn m
N WASHERS (TORQUE III (/)
TO 90 FT-LBS I PIERTECH THREADED ADAPTER w
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HORIZ Plans to be kept site <
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These plans must be on the job site z
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WALL R PER for inspection
GENERAL NOTES—" PIERTECH
z1.5-1_51013 LATERAL
e ° r HELICAL TIE-BACK
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I
L0 (E) CONC �'� � ' HELICAL TIE-BACK
RETAINING WALL
Reviewed for Code Compliance DETAIL
(E) CONC FOOTING Mason County Building
III M/ �— ` I_ REVISIONS
(E) GRADE ° a =1 I-_ N ���iii� �i ; �i. Department
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PROJECT NO:
MFR25-058
DESIGNED BY:
SI
DRAWN BY:
NOTES: SI
CHECKED BY:
1. REF PLAN FOR LAYOUT & INSTALLATION REQ'S JLD
2. CONTRACTOR TO CORE-DRILL WALL AS NEEDED FOR INSTALLATION & GROUT-PACK HOLE DATE:
04.28.2025
ONCE TIEBACK INSTALLATION IS COMPLETED W/ 4000 PSI NON-SHRINK GROUT
E CONCRETE RETAINING WALL/ NTIEBACK HELICAL SHEET NO:
3 „ 54.3
SCALE: /4"=1'-O
3LD
ec)U�ndc "V vcuv
14
5pJoQ
i rPi &
SITE
COPY
REVIEWED FOR
CODE COMPLIANCE
MASON COUNTY
BUILDING DEPARTMENT THESE PLANS MUST BE
ON THE JOB SITE
FOR INSPECTION
MUST MEET ALL CURRENT CHANGES
APPROVL
WASHINGTON STATE CODES SUBMIT O PERFORMING WORK
PRIOR
MUST COMPLY
WITH
PERMIT